Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
19 Drainage Permit 370 U Haul
1 . 2 . 3 . 4 . 5. 6. 7. 8. Engineer's Estimate for Sanitary Sewer Improvements to U-HAUL CENTER & STORAGE FACILITY College Station, Brazos County, Texas Standard City of College Station Sanitary Sewer Manhole (0' -8' Depth) Extra Depth Manhole Wall (Over 8' Depth) 6" Diameter SOR 26 Class 160 P.V .C . Sanitary Sewer Line (5' -7' Depth) 6" Diameter SOR 26 Class 160 P.V .C . Sanitary Sewer Line (7' -9' Depth) 6" Diameter SDR 26 Class 160 P.V.C. Sanitary Sewer Line (9' -11' Depth) 4" Diameter Schedule P.V.C . P.V.C . Service Line 4" Plug P.V.C. Service Line Trench Safety General Notes : S. Y. -Denotes Square Ya rds S.F. -Denotes Square Feet C. Y. -Denotes Cubic Yards V. F. -Denotes Vertical Feet L.F. -Denotes Linear Feet L.S. Denotes Lump Sum June, 1996 3 EA . 3.5 V.F 124 L.F . 130 L.F. 100 L.F . 32 L.F . EA . L.S . $1, 100.00 $135.00 $15 .00 $16.00 $17 .00 $7.00 $25.00 $500 .00 $3,300.00 $472.50 $1,860.00 $2,080.00 $1,700 .00 $224.00 $25.00 $500 .00 Municipal Development Group -203 Holleman Drive East, College Station, TX 77840 ,, Engineer 's Estimate for Water Improvements to U-HAUL CENTER & STORAGE FACILITY College Station, Brazos County, Texas 1. 8" x 6 " M . J . Tapping Saddle with 8 " x 6" M . J . Tapping Gate Valve & Box 2. 6" Di ame t er D R 14 C900 Class 200 P.V . C. Water Li ne 3 . St anda ry City of College Station Fi re Hyd ran t w ith Appurntenances June , 1996 2 EA . 382 L.F . 2 EA . $1 ,500 .00 $12.00 $1,700.00 Total Estimated Cost: General Not es : S . Y. -Denotes Square Yards S .F. -Denotes Squ are Feet C. Y. -Denotes Cubic Yards V.F. Denotes Vertical Feet L.F. Denotes Lin ear Feet L.S. -Denotes Lump Sum $3,000 .00 $4,584.00 $3,400 .00 $10,984.00 Municipal Development Group -203 Holleman Drive East, College Station, TX 7784 0 380830 ACCOUNT NO . /) I ~ $ CIT!.{W~AT=IO~N~-.------r~-. 19 ~ RECEIVED OF FOR Paidby_Ch THANK YOU Site Legal Description : Figure XII Development Permit City of College Station, Texas Address : 2.7 2. I No Rn{ CE.Nn<..AL AvE,, s~. ~ Telephone: /-~ -.52.S -03Ce\ -P~oE.tJtt.> At:. 8Sld\ Architect/ Engineer: --+M__.__O_G _________ _ Address: .20 3 J-/OLL.£YAN DR .£. c.~. TX r:?Zg~o Telephone No : (l/o9 ) (096 -0'3.s<i ' Address : ------------ Telephone No : ---------- Date Application Filed : JUNE 2o /q9(;, Approved : _________ _ Application is hereby made for the following development specific waterway alterations: 2f Application Fee 0 Signed Certifications :t8I. Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . J2l Site and Construction Plans, with supp.orting Drainage Report two (2) copies each. 0 Other: ----------------------------- ACKNOWLEDGl\.1ENTS : I, NoR.TH 8. !3!lR.DEt..L JR., design engineer, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. 1b!!dliliY7~ Contractor j I Figure XII Continued CERTIFICATIONS : (for proposed alterations within designated flood hazard areas .) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B . I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Engineer Date C . I , certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of floodway fringes . Engineer Date I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval: -------------------- In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. DEVELOPMENT PERMIT PERMIT NO . 370 U-Haul Facility FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 8B , Lakeview Acres Subdivision SITE ADDRESS: not submitted to staff OWNER: Amerco Real Estate Company of Texas, Inc. 2721 North Central Avenue, Suite 700 Phoenix, AZ, 85004 DRAINAGE BASIN: Bee Creek Tributary "A" TYPE OF DEVELOPMENT: This permit is valid for site construction according to approved plans . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . ~~ Administrator/Representative Da{;-'J"$1 ~ Ii iC. Date 8-2-&-J 0 --- -_._ ------------ _»ct__o~ ~~ ------- - ----------+++-, r-------------l --------------'------~ --------- ------- ------------------ ------- --------~ ------ --------~ ------+---~------- --+++- -------~---- ... 06 /21 /96 11 :32 FA X 409 693 4243 M D G St;'("-ley - ~e<{"e_ is ~(__ i nr~ti~ jrn) <ei~ y ~e.. 0-~cwl :Sik: LJ~liAe.{p<iV'l.-~), l'coi d~&.:: 1·04. ~pm \.5'' +o.f ~ (.5" pvt-l 1"'-e. 5 ~ \ i t'I~ ~ivo.:k-): pw-¥-d.!..m.:>.w'IJ ,,. D. ~ '3 ~ (>"' 1 '' +~f • '\ ,, -:pve. \ i "~ •1 N";~~ion Jelivuyl;ne.: ~\<. ~cQ ".35ef>"'- l· ~ " fis..p ~ J. 5 '' p v e-l ; n E!- 141001 /65Ue.. kdapmuif r/f ~ HA/JOJ /vlOD I 1/ftVKs -6/j!t~.· f~~ DRAINAGE COMPUTATIONS for U-HAUL 2.50 Acre Tract Lot SB Lakeview Acres Resubdivision College Station, Brazos County, Texas Prepared for: U-HAUL International, Incorporated 2727 North Central Avenue Phoenix, Arizona 85004 Prepared by: MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COlLEGE STATION, TEXAS 77840 (409) 693-S3S9 (409) 693-4243 fn Engineering Planning Surveying *May, 1996 * DRAINAGE COMPUTATIONS for U-HAUL 2.50 Acre Tract Lot SB Lakeview Acres Resubdivision College Station, Brazos County, Texas ..:__-----------~:-=1 D FO AP Prepared for: U-HAUL International, lnco po~~,"~ 2727 North Central Avenu t-~'..-=-~~..::.....::..::..::=-:;;_.-- Phoenix, Arizona 85004 Prepared by: MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 693-5359 (409) 693-4243 fax Engineering Planning Surveying *May, 1996 * DRAINAGE COMPUTATIONS for U-HAUL 2 .50 Acre Tract LOT 8B LAKEVIEW ACRES RESUBDIVISION College S tation , Brazos County, Texas *MAY, 1996 * SUMMARY The project site for the proposed U-HAUL development is situated off Texas Avenue ; south ofF.M . 2818 in College Station, Brazos County, Texas . The 2 .50 acre tract is Lot 8B of Lakeview Acres Resubdivision and the intended development for U-HAUL Internati onal , Incorporated will include: a two-story commercial building of approximately 67 ,500 square feet , 38 parking spaces , 3 additional truck unloading spaces, hitch and repair bays , and a docking area. The majority of the project site be covered with concrete pavement to facilitate maneuvering of vehicles. The total drainage area tributary to the project is 2.50 acres . The predevelopment conditions assume nearly all of the existing site to be pervious with a run-off coefficient estimated at 0.40 . (The only exception is an existing drive with a runoff coefficient of 0 .98 at the southwestern corner which drains to the subject property. Considering the nature of the commercial site improvements and concrete pavement, a post-development run-off coefficient of 0 .98 was utilized for all impervious surface areas . The resulting total post-development coefficient is weighted according to the relative amounts of pervious and impervious surface area. (See the following calculations for specific breakdowns .) Detention of storm water runoff will be handled in the parking lot and drain to the back of the property in keeping with existing contours and drainage flow. There will be a total of three ponding areas which are designed to facilitate up to and including the 100-year storm event. (See Exhibit "A" to show collection areas for each basin .) These basins are interconnected to act as one large basin, yielding a total storage capacity of just over 13 ,200 ft3 and are modeled as such in the main calculations of this report . (Additional calculations were performed to model Basins 2 and 3 in greater detail. These simulations are included at the end of this report and verify accurate weir sizing for these ponding areas , respectively .) All stormwater will drain to the outlet control structure in the eastern corner of the project site ( 4 .5 ft weir) and be released at a rate less than the current pre-development peak discharge rate . The detention areas will intercept, store, and meter run-off accumulating from a total of 2.32 acres of the total project site . The run-off generated on the remaining 0 .18 acres will "free-fl ow" from the project site un-metered in a non-concentrated sheet-flow manner. These report calculations are summarized according to the following methodology. Beginning on page 1, based on the t otal tributary drainage area of the project (2 .50 acre tract), the predevelopment run-off coefficient (0.40), and a minimum time of concentration of 10 minutes , the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre-development discharge rates . The equation that represents the Rational Method is as follows : Q = CIA. The variables are defined as follows : "Q" is the peak discharge rate in cubic feet per second; "C" is the run-off coefficient (0.40 in the pre-development condition); "I" is the storm intensity in inches per hour ; and "A" is the area of the drainage basin in acres . U-HAUL -Lot BB Lakeview Acre Resubdivision, College Station , TX Computations on page 2 are based on the same tributary area of 2 .50 acres . The post-development run-off coefficient of 0 .97 (weighted according to the relative amounts of pervious and impervious surface area) and the minimum time of concentration were used in computation to yield the relative post-development peak discharge rate . Calculations follow the same format. The Rational Method was again utilized to determine the estimated peak post-development discharge rates for the 5, 10 , 25 , 50 , and 100 year storm events . Comparison of the peak pre-development discharge rate to the post-development discharge rate is included in the report to aid the designer in establishing a preliminary "target" of detention volume required (page 2). This preliminary estimate is determined as the volume difference generated between the pre-development and post-development hydrographs . (See pages 9-11 for the basic pre-development and post-development hydrographs .) Please note that the post-development hydrograph shown on these same graphs assumes n o de tention and reflects the worst-case scenario -that all run-off is allowed to free-flow un-metered from the site . Pages 3 and 4 of the calculations provide information concerning the breakdown in handling post- development run-off flow. That is , page 3 reflects the flow that is not routed through any detention fac ility and continues off site unrestricted ("free-flow"). Page 4 outlines post-development run-off parameters fo r water routed through the detention areas -which is the bulk of the runoff load for this project. Pages 5 and 6 are tabulations of the predevelopment and the post-development hydrographs based on the computations performed on pages 1 and 2 . The post-development hydrograph assumes no detention to facilitate direct comparison of the pre-and post-development conditions . Pages 7 and 8 are tabulations of the post-development hydrographs for "free-flow" from the project site and for run-off directed through the detention areas , respectively . Computations on page 4 determine the actual peak post-development "inflow" rate supplied to the proposed detention facility . From this "inflow" rate and the time of concentration (10 minutes minimum), a hydrograph as tabulated on page 8 is derived. The hydrograph is triangular in shape and is based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration. Please note that a 30 minute total storm event duration was utilized exclusively throughout this report . Having derived the preliminary volume requirements and "allowable peak" discharge rate, design of the detention facility and outlet control structure is initiated. Page 12 presents data tabulation and a depth-to- volume graph of the detention capacity and geometry selected. Grading and layout of the site will provide three ponding areas (which act as one large pond for analysis purposes) to supply the storage capacity necessary for the 100-year storm condition . The maximum depth of ponding was set at 10 inches in accordance with City of College Station design standards. Page 13 supplies a tabulation and a rating curve for the proposed outlet control structure. A rectangular weir was chosen due to the depth verses discharge ratio characteristics associated with this drainage scenario . The weir width was set at 4 .50 feet. An ultimate storage depth of 10 inches is available due to the physical geometry of the parking lot and City standards . The equation used to determine discharge through the weir was Q = CLH312 . The variables are defined as follows : "Q" is the discharge rate in cubic feet per second ; "C" is the coefficient of discharge , in this case assumed to be set at 3.000 ; "L" is the width of the weir in feet (+63-ft); and "H" is the headwater depth in feet and ranges from 0 ft. to a maximum of j us t over 0.83 ft . ti.~ U-HAUL -Lot BB Lakeview A cre Resubdivision, College Station , TX Page 14 presents a tabulation of the relationship between discharge from the detention facility and the dimensionless quantity 2S/t-O. Also presented is a Storage Indication Curve for the detention facility based on the aforementioned physical characteristics of the detention pond, storage volume, inflow hydrograph, and rating curve for the outlet structure. The storage indication curve as shown on page 12 is a graphical solution to the equation presented in the "Drainage Policy And Design Standards" as follows : (---- dt dt The following pages present simulations of the 5, 10, 25, 50 , and 100-year storm events . The first page of each storm simulation represents the tabulated data for that particular storm event. The second page of each storm simulation graphs the predevelopment hydrograph, the post-development hydrograph (with no detention), the post-development hydrograph as routed through the detention pond, and post-development "free-fl ow" hydrograph . Finally, total inflow/outflow hydrographs for the 5, 10, 25, 50, and 100 year pre-development and post- development storm events are included for direct comparison of the drainage behavior. Examination of these hydrographs show that the post-development peak discharge rates do not exceed the peak predevelopment discharge rates due to the incorporation of the detention areas and metering devices . Total post-development peak discharge rates from the primary outlet control structure and project site remain less than the pre-development peak discharge flows . Subsequent post-development discharge velocities are projected to be within reasonable limits as well . U-HAUL -Lot BB Lakeview Acre Resubdivision, College Station, TX JPJRO.IBCT lOCATION (HTS) VICINITY MAP Y'J~ ~ '.t ~','i MllNlCIPAL DEVt:LOP~LVT GROL"P 101 ttOU.£MA.H OUYE EAST """~ COUEGE ST A TIOH, TEXAS TIM (409)6')-1119 (409) .. l-420 r.. &rf•«•U.t """•"'t SM.-.qllrt U-HA UL -Lot BB Lakeview Acres Resubdivison , College Station , TX PROJECT SITE U-HAUL -Lot BB Lakeview Acres Resubdivison, College Station, Brazos County, TX Tributary Area ("A"): 2 .50 Pervious Area: Impervious Area: Acres 2 .48 0.02 Acres Acres Run -Off Coefficient ("Cwt"): 0 .40 Time Of Concentration ("T/c"): W oodlands : Low Elevation : High Elevation: Distance (Feet): Slope (% Grade): Velocity ("Vw"): Time : Pastures : Low Elevation : High Elevation : Distance (Feet): Slope ( % Grade): Velocity ("Vp"): Time: Pavements: Low Elevation : High Elevation : Distance (Feet): Slope ( % Grade): Velocity ("Vpave"): Time : Total Travel Time : Hourly Intensity Rates ("I"): 5-Year : 7.70 10-Y ear : 8 .92 25-Year: 9 .92 50-Year : 11.07 100-Year: 11 .61 Peak Discharge Rate ("0"): 5-Year: 7.79 10-Year: 9.02 25-Year : 10.04 50-Y ear: 11 .20 100-Year : 11.74 c = 0.40 c = 0.98 0 .00 0 .00 0.00 0.00 0 .00 Feet I Second 0 .00 Minutes 0 .00 0 .00 0 .00 0 .00 0 .00 Feet I Second 0.00 Minutes 0 .00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hou r I nches I Hour I nches I Hour Inches I Hour Inches I Hour ) Cub ic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Tributary Area ("A"): 2.50 Acres Pe rvious Area: 0.15 Acres c = 0.40 c = 0.98 Impervious Area : 2 .35 Acres Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("0"): 0.95 10 Minutes (Min) 5-Year: 10-Year : 25-Year : 50-Year : 100-Year : 5-Year: 10-Year: 25 -Year : 50-Year : 100-Year: 7.70 Inc hes I Hour 8 .92 Inches I Hour 9 .92 Inches I Hour 11 .07 Inches I Hour 11 .61 Inches I Hour 18.20 Cubic Feet I Second 21.08 Cubic Feet I Second 23.45 Cubic Feet I Second 26 .16 Cubic Feet I Second / 27.43 Cubic Feet I Second 11m.1@rr$.io 11 :.ei ittiv~~Q!tim:@.:nt ~n« : : : ::::::J : :] :::jf : ll$~f diM~'=gnm 111 :1111 !tll$i til~g~ 1.~t1 :::_: ::: : : : :: :::::::::: :::::::::·:::: >:::::::::::::: : 5-Year : 10-Year: 25-Year: 50-Year: 100-Year: 5 -Year : 10-Year : 25-Year: 50-Year : 100-Year : Predevelopment 7 . 79 Ft3 /sec 9.02 Ft3/sec 10.04 Ft3/sec 11 .20 Ft3 /sec 11. 74 Ft3 /sec 10.41 Ft3/sec x (30 Min . 12 .05 Ft3/sec x (30 Min . 13.41 Ft3/sec x (30 Min . 14.96 Ft3/sec x (30 Min . 1 5. 68 Ft3/sec x (30 Min. Post-Deve lop m ent x 60 x 60 x 60 x 60 x 60 1 8.20 Ft3/sec 21 .08 Ft3/sec 23.45 Ft3/sec 26 .16 Ft3/sec 27 .43 Ft3/sec Sec . I 2 Sec . 2 Sec . 2 Sec . I 2 Sec. I 2 2 Increase 10.41 Ft3/sec 1 2 .05 Ft3/sec 13.41 Ft3/sec 14.96 Ft3 /sec 1 5. 68 Ft3/sec 9,370 Cubic 10,848 Cubic 12,069 Cubic 13.466 Cubic 14, 116 Cubic Fee t Feet Feet Feet Feet o..•· .. •·.•••.•· .. ~ .. •· .. •· .. 1 .••...•..• ~ .. •· .. •···'··•·.m.• .. •· .. •· .. : .. •· .• ~.) .. •· .. 1•· .. •· .. ~ .. ••.•· .. •· .• • .• ·.0 .. •··········o······•·.s. .. •· .. •·.1··•·.·•·.l.•· .. o .. •· .. •· .•.. · .. • .. · .. e. .. ·.:.: .. •· .. v .. •· .. •· .. e .. : .. •· .. ··.1 .. 0. .• •· .. •· .. •·.1 .. •·.•••.•• .. m .. •·.: .. •· .. •· .. 2 .. ·.: .. •.•.· . .n .. •.·· .. · .. • .. t.. ~~l r~iilJ.Pi~~ •·• :-:-:-:-:·:·:·:·:·:·:·:·:-:-:-:-:-:-:-:::::::::::::::::;::::::::;::: :::::::::::;:;:::::::::::::;::::::::::::::::;::::::: 11•~•§!9rrn~!J.@r m~~£n~r s-i: ••• • ••r • · Tributary Area ("A"): 0.18 Pervious Area : Imperv ious Area : Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("0"): Acres 0.69 0 .09 0 .09 Acres Acres 10 M inutes (Min) 5-Year : 7 .69 10-Year : 8.63 25 -Year : 9 .86 50-Year : 11 .1 5 100-Year : 11.64 5 -Year : 0.96 10-Year : 1 .07 25 -Year : 1.22 50-Year: 1.38 100-Year : 1 .45 3 c = 0.40 c = 0 .98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second / Cubic Feet I Second Cubic Feet I Second li.t@:rm!o g 19$1iP@viJ.P:l mi.n1 : , . > 1'-al J.nl& g;tl :rj(jQ.i 1114 · : Tributary Area ("A "): 2 .32 Pervious Area : Impervious Area : Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("0"): Acres 0 .97 0 .06 2 .26 Acres Acres 10 Minutes (Min) 5 -Year : 7 .69 10-Year: 8 .63 25 -Year : 9 .86 50-Year : 11 .1 5 100-Year : 11.64 5-Year : 17.22 10-Year : 19.33 25 -Year : 22 .08 50-Year : 24 .96 100-Year : 26 .06 4 c = 0.40 c = 0 .98 Inches I Hou r Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Seco n d Cubic Feet I Secon d Cubic Feet I Second / Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm 0 0 .00 0.00 0.00 0.00 0.00 1 0 .78 0.90 1.00 1 .12 1 .17 2 1.56 1 .80 2.01 2.24 2 .35 3 2.34 2.71 3.01 3 .36 3 .52 4 3 .12 3.61 4 .02 4.48 4 .70 5 3 .90 4.51 5.02 5.60 5 .87 6 4 .68 5.41 6.02 6 .72 7 .04 7 5.46 6 .32 7.03 7 .84 8.22 8 6 .23 7.22 8 .03 8 .96 9.39 9 7.01 8 .12 9.03 10.08 10.57 Peak=> 11 7.40 8.57 9.54 10.64 11 .15 12 7 .01 8.12 9 .03 10 .08 10.5 7 13 6.62 7 .67 8 .53 9 .52 9 .98 14 6.23 7.22 8 .03 8.96 9 .39 15 5.85 6.77 7.53 8.40 8 .81 16 5.46 6 .32 7.03 7 .84 8 .22 17 5 .07 5 .86 6.52 7 .28 7 .63 18 4 .68 5 .41 6 .02 6 .72 7.04 19 4 .29 4.96 5 .52 6.16 6.46 20 3 .90 4 .51 5.02 5.60 5.87 21 3 .51 4.06 4.52 5.04 5 .28 22 3 .12 3.61 4 .02 4.48 4.70 23 2 .7 3 3 .16 3 .5 1 3 .92 4 .1 1 24 2 .34 2 . 71 3 .01 3.36 3.52 25 1 .95 2 .26 2 .5 1 2 .80 2 .94 26 1 .56 1 .80 2.01 2.24 2.35 27 1 .17 1 .35 1 . 51 1.68 1.76 28 0.78 0 .90 1.00 1 .12 1 .17 29 0 .39 0.45 0.50 0.56 0.59 30 0.00 0.00 0.00 0.00 0.00 5 Post-D evelo pme nt Inflow Hydrog raph Ordinates (C ubic Feet per Second) Time 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm 0 0 .0 0 0.00 0 .00 0 .00 0.00 1 1 .8 2 2.11 2.34 2 .62 2 .74 2 3 .64 4.22 4 .69 5.23 5.4 9 3 5.4 6 6.32 7 .03 7 .85 8 .2 3 4 7 .28 8.43 9.38 10.47 10 .97 5 9 .10 10.54 11 . 72 13.08 13.71 6 10.92 12 .65 14.07 15 .70 16.46 7 12 .74 14.75 16.41 18.31 19.20 8 14.5 6 16.86 18.76 20 .93 21 .94 9 16.3 8 18.97 21.10 23.55 24 .68 Peak => 11 17 .2 9 20.02 22.28 24.85 26 .05 12 16.3 8 18.97 21 .10 23 .5 5 24 .68 13 15 .4 7 17 .92 19 .9 3 2 2 .2 4 23 .31 14 14 .56 16.86 18.76 20 .93 21.9 4 15 13.6 5 15 .81 17.59 19.62 20.57 16 12 .74 14.75 16.41 18.31 19.20 1 7 1 1 .8 3 13 .70 15.24 17 .01 17 .83 1 8 10 .9 2 12 .65 14.07 1 5 .70 16 .46 1 9 10 .01 11.59 12.90 14 .39 15.08 20 9 .10 10.54 11 .72 13.08 13 .71 21 8 .19 9.48 10.55 11 .7 7 12.34 2 2 7 .28 8 .43 9 .38 10.47 10.97 23 6 .37 7 .38 8.2 1 9 .16 9 .60 24 5 .46 6 .32 7 .03 7 .85 8.23 25 4.5 5 5.27 5.86 6.54 6 .86 26 3 .64 4 .22 4.69 5 .23 5.49 27 2 .73 3 .16 3 .52 3 .92 4 .11 28 1 .82 2. 11 2 .34 2 .62 2 .74 29 0 .91 1 .05 1 .17 1 .31 1.37 30 0 .00 0 .00 0.00 0 .00 0 .00 6 Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 1 0.10 0.11 0.12 0.14 0.14 2 0.19 0.21 0.24 0.28 0.29 3 0.29 0.32 0.37 0.42 0.43 4 0.38 0.43 0.49 0.55 0.58 5 0.48 0.54 0.61 0.69 0.72 6 0.57 0.64 0.73 0.83 0.87 7 0.67 0.75 0.86 0.97 1.01 8 0.76 0.86 0.98 1 . 11 1.16 9 0.86 0.97 1.10 1.25 1.30 Peak=> 11 0.91 1.02 1. 16 1.32 1.37 12 0.86 0.97 1.10 1.25 1.30 13 0.81 0.91 1.04 1.18 1.23 14 0.76 0.86 0.98 1 . 11 1.16 15 0.72 0.80 0.92 1.04 1.08 16 0.67 0.75 0.86 0.97 1.01 17 0.62 0.70 0.80 0.90 0.94 18 0.57 0.64 0.73 0.83 0.87 19 0.53 0.59 0.67 0.76 0.80 20 0.48 0.54 0.61 0.69 0.72 21 0.43 0.48 0.55 0.62 0.65 22 0.38 0.43 0.49 0.55 0.58 23 0.33 0.38 0.43 0.48 0.51 24 0.29 0.32 0.37 0.42 0.43 25 0.24 0.27 0.31 0.35 0.36 26 0.19 0.21 0.24 0.28 0.29 27 0.14 0.16 0.18 0.21 0.22 28 0.10 0.11 0.12 0.14 0.14 29 0.05 0.05 0.06 0.07 0.07 30 0.00 0.00 0.00 0.00 0.00 7 Peak=> Post-Development Flow Routed Through Detention Pond Inflow Hydrograph Ordinates Time (Minutes) 0 1 2 3 4 5 6 7 8 (Cubic Feet per Second) 5-Year Storm 0.00 1 .72 3.44 5.17 6 .89 8.61 10.33 12.06 13.78 10-Year Storm 0 .00 1 .93 3.87 5.80 7 .73 9.67 11 .60 13.53 15.46 25 -Year Storm 0 .00 2 .21 4.42 6.62 8.83 11.04 13.25 15.45 17.66 50-Year 100-Year Storm Storm 0 .00 0.00 2.50 2.61 4.99 5 .21 7.49 7.82 9.98 10.42 12.48 13.03 14.97 1 5 .63 17.47 18 .24 19.97 20.85 9 15.50 17.40 19.87 22 .46 23.45 ::: ,.Jct : :11wz2 :::::::::: -,~;?.~ gg~mu :: 4.4 i!MH :: g~*-P:a.Jt: 1 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 16 .36 15.50 14 .64 13.78 12 .92 12 .06 11 .1 9 10.33 9.47 8.6 1 7.75 6 .89 6.0 3 5 .17 4 .31 3.44 2.5 8 1.7 2 0 .86 0 .00 18.36 17 .40 16.43 15.46 14.50 13 .53 12 .57 11 .60 10.63 9 .67 8.70 7 .73 6 .77 5 .80 4 .83 3.87 2.90 1 .93 0 .97 0.00 8 20.97 19.87 18.77 17.66 16.56 15.45 14.35 13.25 12 .14 11.04 9.94 8.83 7 .73 6.62 5.52 4.42 3.31 2 .21 1 .10 0.00 23 .7 1 22.46 21 .21 19.97 18.72 17.47 16.22 14.97 13.73 12.48 11.23 9.98 8.74 7.49 6 .24 4.99 3 .74 2 .50 1.25 0.00 24 .75 23.45 22.15 20.85 19 .54 1 8.24 16 .94 1 5.63 14.33 13.03 1 1.73 10.42 9 .12 7.82 6 .51 5 .2 1 3.9 1 2 .6 1 1 .30 0.00 20 .00 1 8 .00 -"t:J r:: 1 6.00 0 CJ Cl) (/) 14.00 ... Cl) a. 12.00 .... Cl) Cl) LL 10 .00 CJ :c :::I 8 .00 (.) Cl) 6.00 Ol ... IO ..c CJ 4.00 VI i:S 2.00 0.00 Total Pre-Development Vs . Total Post-Development (No Detent ion) Peak Di sc h ar ge Rates 5 -Year Storm Event 0 5 10 1 5 20 2 5 Ti m e (M i nutes ) --Pre-Development Hydro g ra ph -Post-De v e lop m e nt Outflow Hydrograph With o ut De te nti o n 9 30 "C c: 0 20.00 (.) Ci) en Cii a.. ... 15.00 Ci) Ci) LL (.) :.0 :::l 10 .00 (..) Ci) en -ltl 5 .00 ..r:. (.) I/) 0 0.00 "C c: 0 20 .00 (.) Ci) en -Ci) a.. ... 15 .00 Ci) Ci) LL (.) :.0 :::l 10.00 (..) Ci) Cl -ltl ..r:. 5 .00 (.) I/) 0 Total Pre-Development Vs. Total Post-Development (No Detention ) Peak Discharge Rates 10-Year Storm Event 0 5 10 15 20 25 Time (Minutes) --Pre -Developme nt Hydro g raph -Post-Dev e lopment Outfl ow Hydrograph Without Detention Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 0 5 10 15 20 25 Time (Minutes) --Pre-Dev e lopment Hyd rograph -Post-Develop ment Outfl ow Hydr ograph Without Detention 10 30 30 "'C c: 0 u IV en ... IV Q.. .... IV IV LL u :0 ::J (.) IV ~ ltl .r. u I/) i:S Total Pre-Development Vs. Total Post-Development (No Detention ) Peak Discharge Rates 50-Year Storm Event 30 .00 25 .00 20 .00 15 .00 10 .00 5 .00 0.00 0 5 10 15 20 25 Time (Minutes) --Pr e -De v e lopme nt Hydrograph -Post-Developme nt Outfl ow Hydrograph Without Detentio n -"'C c: 0 u IV en ... IV Q.. .... IV IV LL u :0 ::J (.) -IV ~ ltl .r. u I/) i:S Total Pre-Development Vs. Total Post-Development (No Detention ) Peak Discharge Rates 100-Year Storm Event 30.00 25.00 20 .00 15.00 10.00 5.00 0 .00 0 5 10 15 20 25 Time (Minutes) --Pr e-Development Hydr ograph -Po s t -Deve lopm e nt Outfl ow Hydrograph W ithout Detentio n 11 30 30 0.90 0.80 0.70 0.60 +:: 0.50 Q) Q) LL .s= ... c. Q) 0.40 0 0.30 0.20 0.10 0 .00 0 Elevation 272.43 272 .60 272 .68 272. 76 273.01 273.26 Depth (Feet) 0 .00 0 .17 0.25 0.33 0.58 0.83 Detenti on Pond Depth Vs. Volume Volume (Ft3) 0 183 565 1,205 5,379 13,277 ~ v .,,,,, / ~ / !/ / / ir I , 2,000 4,000 6,000 8 ,000 10,000 12,000 De tention Pond Volume (Cubic Feet) 12 14,000 ? Q) Q) LL ..c: .... c. Q) 0 0.50 0 .40 Elevation Depth (Feet) 272 .43 0 .00 272 .60 0 .17 272 .68 0 .25 272 .76 0 .3 3 273 .01 0 .58 273 .26 0 .83 Weir Length(L): Discharge Ft3/Se c 0 .00 0.95 1 .69 2 .56 5 .96 10.21 4.50 Rating Curve For Ou t let Control Structure Depth Vs . Volume O.OO-r-~~~~+-~~~~+-~~~~.+-~~~~"'-~~~~"'-~~~___. 0.00 2 .00 4 .0 0 6 .00 8 .00 10.00 12 .00 Dis charge (Cubic Feet Per Second) 13 Depth Storag e Discharge 2s/t 2s/t + 0 (Feet) (Ft3) (Ft3 /Sec) (Ft3 /Sec) (Ft3 /Sec) 0.00 0 0 .00 0 .0 0 0 .00 0.1 7 183 0 .95 6 .10 7.05 0.25 5 65 1.69 18 .8 3 20 .5 2 0.33 1,20 5 2.56 4 0 .17 4 2 .73 0 .58 5 ,379 5 .96 1 79.3 0 1 8 5 .2 6 0 .83 1 3 ,2 7 7 10 .21 44 2 .57 452 .77 Sto rage In di ca tio n Curv e "O 8.00 c: 0 (..) Q) (/) ... Q) ll.. .. Q) Q) LL 6 .00 (..) :c :J (.) Q) ~ (IJ ..c: (..) I/I 4 .00 iS 0.00 +-~~~~~+-~~~~~+-~~~~~+-~~~~~+-~~~~~~ 0 .00 100 .00 2 00 .00 3 0 0 .00 400 .00 500 .00 2s /t + 0 (Cubic Feet Per Second) 1 4 Infl o w I Outflow Simulation 5-Yea r Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 272.43 0 .00 1 1.72 1.72 1.26 1.72 0 .23 0 .07 2 72 .50 0 .77 2 3.44 5 .17 4.70 6 .43 0.86 0 .16 272.59 1.20 3 5 .17 8 .61 10 .73 13.3 1 1.29 0.21 272.64 1.37 4 6 .89 12 .06 19 .23 22 .79 1.78 0.26 272.69 1.53 5 8 .61 15.50 30 .2 4 34.73 2 .25 0 .30 272.73 1.65 6 10.33 18 .94 43 .76 49 .19 2.71 0 .34 272.77 1.76 7 12.06 22.39 59 .9 1 66.15 3.12 0 .38 272.81 1.84 8 13.78 25.83 78 .57 85.7 5 3 .59 0.41 272.84 1.93 9 15.50 29.28 9 9.62 107.85 4.11 0.45 272 .88 2 .02 10 17.22 32 .72 12 2.95 132 .35 4.70 0.49 272.92 2.11 11 16.36 33.58 145.98 156.53 5.28 0 .53 2 72 .96 2.1 9 12 15.50 31 .86 16 6 .27 177 .84 5 .79 0 .57 273.00 2.26 13 14.64 30.14 18 4.13 196.41 6 .14 0.59 273.02 2.31 14 13.78 28.42 199 .75 212 .54 6 .40 0.61 273.04 2 .34 15 12.92 26.70 21 3 .2 1 226.45 6.62 0 .62 273.05 2 .37 16 12.06 24.97 224.58 238 .19 6 .80 0 .63 273.06 2 .39 17 11 .19 23.25 2 33 .92 247 .83 6 .96 0 .64 273.07 2 .41 18 10.33 21 .53 24 1.29 255.45 7.08 0 .65 273.08 2 .42 19 9.47 19.8 1 246 .77 26 1.10 7.17 0 .66 273.09 2.43 20 8 .6 1 18 .08 250 .40 264 .85 7.23 0 .66 2 73 .09 2.44 2 1 7.75 16.36 252 .25 266.76 7.26 0 .66 273.09 2.44 22 6 .89 14.64 2 52 .37 266.89 7.26 0 .66 2 73 .09 2.44 23 6.03 12 .92 2 50.82 26 5.29 7.23 0 .66 273.09 2 .44 24 5 .17 11.19 247.65 26 2.01 7.18 0 .66 273.09 2.43 25 4 .31 9.47 242 .92 25 7.12 7.10 0.65 273.08 2.42 26 3.44 7.75 236 .67 2 50.67 7.00 0 .65 273.08 2.41 27 2 .58 6 .03 2 28 .9 4 242 .69 6 .87 0 .64 273.0 7 2 .40 28 1.72 4.3 1 219 .80 2 33.2 5 6 .72 0 .63 273.06 2 .38 29 0.86 2 .58 209.28 222 .38 6.55 0 .62 273.05 2.36 30 0 .00 0 .86 19 7.4 3 210.14 6 .36 0 .6 1 273 .04 2.33 1 5 Inflow/Outflow Simu lati on 5-Year Storm Event 18.00 16 .0 0 • • • I 14 .00 • I • • "'C I c:: 0 1 2 .00 CJ • Cl) • rn ... • Cl) a.. .... I Cl) Cl) 10 .00 • LL. CJ • :c :I u ~ • 0 8.00 • ;;: .... :I 0 6 .0 0 0 5 ---Pre-Developm e nt Hyd rogra ph Post -Dev e lo pme nt Outfl ow W ith De t ention I ' ' ' 10 ' ' ' ' ' .. ' ' ' ' ' .. .. ' ' ' ' .. .. ' ' 1 5 20 25 30 Ti me (Minutes) • • • Po s t -De vel o pment Outflo w Hydrograph Without Detention --- -- -Post -Dev e lopm e nt "Fre e -Flo w " 16 Inflow I Outflow Simulation 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 272.43 0.00 1 1.93 1.93 1.41 1.93 0.26 0.07 272.50 0.80 2 3.87 5.80 5.30 7.21 0.96 0.17 272.60 1.24 3 5.80 9.67 12.20 14.97 1.38 0.22 272.65 1.40 4 7.73 13.53 21.95 25.74 1.89 0.27 272.70 1.56 5 9.67 17.40 34.50 39.35 2.43 0.32 272.75 1.69 6 11.60 21.26 50.02 55.76 2.87 0.36 272.79 1.79 7 13.53 25.13 68.48 75.15 3.33 0.39 272.82 1.88 8 15.46 29.00 89.74 97.48 3.87 0.43 272.86 1.98 9 17.40 32.86 113.67 122.61 4.47 0.48 272.91 2.07 10 19.33 36.73 140.14 150.40 5.13 0.52 272.95 2.17 11 18.36 37.70 166.27 177.84 5.79 0.57 273.00 2.26 12 17.40 35.76 189.57 202.03 6.23 0.60 273.03 2.32 13 16.43 33.83 210.26 223.40 6.57 0.62 273.05 2.36 14 15.46 31.90 228.43 242.16 6.87 0.64 273.07 2.39 15 14.50 29.96 244.14 258.39 7.12 0.65 273.08 2.42 16 13.53 28.03 257.49 272.17 7.34 0.67 273.10 2.45 17 12.57 26.10 268.54 283.58 7.52 0.68 273.11 2.47 18 11.60 24.16 277.36 292.70 7.67 0.69 273.12 2.48 19 10.63 22.23 284.04 299.59 7.78 0.69 273.12 2.50 20 9.67 20.30 288.63 304.34 7.85 0.70 273.13 2.50 21 8.70 18.36 291.21 307.00 7.89 0.70 273.13 2.51 22 7.73 16.43 291.83 307.64 7.91 0.70 273.13 2.51 23 6.77 14.50 290.56 306.33 7.88 0.70 273.13 2.51 24 5.80 12.57 287.46 303.12 7.83 0.70 273.13 2.50 25 4.83 10.63 282.58 298.09 7.75 0.69 273.12 2.49 26 3.87 8.70 275.99 291.28 7.65 0.68 273.11 2.48 27 2.90 6.77 267.73 282.75 7.51 0.68 273.11 2.47 28 1.93 4.83 257.87 272.57 7.35 0.67 273.10 2.45 29 0.97 2.90 246.45 260.77 7.16 0.66 273.09 2.43 30 0.00 0.97 233.51 247.41 6.95 0.64 273.07 2.40 17 "C c: 0 (.) Q) (JJ ... Q) Q.. .... Q) Q) LL. (.) :.c ::J (.) ;: 0 ;;::: .... ::J 0 Inflow/Outflo w S imulation 10-Year Storm Event I ' 20.00--~~~~-+-~~~~-+---~~~-+-~~~~-;-~~~~-;-~~~~~ I I I 0 5 I I .. I I ... I .. I .. ... ' ... .. 10 15 20 25 T ime (Minutes) ---Pr e-De v e lopme nt Hydrog ra ph Post-Developme nt Outflo w Hydrog rap h With out De t e nt io n Post-Developme nt O utflo w Wi t h Detentio n ---• --Pos t-Developme nt "Free-Flo w " 18 30 Inflow I Outflow Simu lation 25-Year Storm Event Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0 .00 0 .00 0 .00 0.00 0 .00 272.43 0.00 1 2 .21 2 .21 1.61 2 .21 0.30 0.08 272.5 1 0.84 2 4.42 6 .62 6 .21 8 .24 1.01 0 .18 272.61 1.26 3 6 .62 11 .04 14.24 17.25 1.5 1 0 .23 272.66 1.44 4 8 .83 15.45 25 .6 0 29.69 2 .05 0.28 272.71 1.60 5 11.04 19.87 40.2 2 45.47 2 .62 0.34 272 .77 1.74 6 13.25 24.29 58 .3 5 64.50 3 .08 0.37 272.80 1.83 7 15.45 28 .70 79 .81 8 7.05 3 .62 0 .42 272.85 1.93 8 17.66 33.12 104.46 112 .93 4 .24 0.46 272 .89 2 .04 9 19.87 37.53 13 2 .13 141 .99 4 .93 0 .51 272.94 2.14 10 22.08 41 .95 162.69 174.08 5.70 0 .56 272 .99 2.25 11 20.97 43 .05 193 .1 6 205 .74 6 .29 0 .60 273 .03 2.33 12 19.87 40.84 220.53 234 .01 6.74 0 .63 273.06 2.38 13 18.77 38 .64 244 .90 259 .17 7.14 0 .65 273.08 2 .43 14 17.66 36 .43 266.35 281 .33 7.49 0 .68 273.11 2.46 15 16.56 34.22 28 4.99 300.57 7.79 0.69 273.12 2.50 16 15.45 32 .01 300 .8 9 317.00 8.05 0.71 273.14 2.53 17 14.35 29.81 31 4.15 330.70 8 .27 0 .72 273.15 2 .55 18 13.25 27.60 32 4 .8 6 341 .75 8.45 0 .73 273.16 2.57 19 12 .14 25.39 33 3.09 350.25 8 .58 0 .74 273.17 2 .58 20 11 .04 23.18 33 8 .91 356 .27 8.68 0 .74 273 .17 2 .59 21 9.94 20.97 34 2.42 359 .89 8.73 0 .75 273.18 2.59 22 8 .83 18 .77 343 .68 361 .19 8.75 0 .75 273 .18 2.60 23 7.73 16.56 342.75 360.23 8 .74 0 .75 273.18 2 .60 24 6 .62 14.35 33 9 .7 3 357.11 8 .69 0 .75 273.18 2.59 25 5 .52 12.14 334.65 351 .87 8.61 0.74 273.17 2.58 26 4.42 9 .94 32 7.61 344 .59 8.49 0 .73 273.16 2.57 27 3 .31 7.73 318.64 335.33 8 .34 0 .73 273.16 2.56 28 2 .21 5 .52 307.83 324 .16 8.17 0 .72 273.15 2 .54 29 1.10 3 .31 295.2 2 311 .14 7.96 0 .70 273.13 2.52 30 0.00 1.10 280.8 7 296 .32 7.73 0 .69 273.12 2.49 19 "O c: 0 tJ Q) en .... Q) c.. .... Q) Q) LL. tJ :c :J (..) ~ 0 'E :J 0 Inflow/Outflow S imulati on 25 -Year Storm Event I I I I I I I I 15 .00 I I I I 10.00 I 0 5 Pre-Dev elopment Hyd rograph Post-Development Ou tfl ow W it h Detenti on I ' I 10 ' ' ' 1 5 " " .. Time (Mi nutes ) ' ' .. .. 20 25 30 • • • Post -Dev elopment Outflo w Hy drograp h Wit hout Detention ------Post-Develop m e nt "Free-Flo w " 20 Inflow I Outflow Sim u lation 50-Year Storm Event Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 272.43 0 .00 1 2 .50 2 .50 1.83 2 .50 0 .34 0 .09 272.52 0.88 2 4.99 7.49 7.17 9 .31 1.07 0 .18 272.61 1.29 3 7 .49 12.48 16.37 19.65 1.64 0 .25 272.68 1.49 4 9 .98 17.47 29.42 33 .84 2 .21 0 .30 272.73 1.64 5 12.48 22.46 46.33 51 .88 2 .78 0 .35 272.78 1.77 6 14.97 27.45 6 7.18 73 .78 3 .30 0 .39 272.82 1.88 7 17.47 32.44 9 1.79 99.62 3.92 0.44 272.87 1.99 8 19.97 37.44 11 9.97 129.22 4 .62 0.49 272.92 2 .10 9 22.46 42 .43 15 1.57 162.40 5 .42 0 .54 272.97 2 .2 1 10 24.96 47.42 186.62 198 .98 6 .18 0 .59 273.02 2 .3 1 11 23.71 48 .67 221 .7 8 235 .29 6 .76 0 .63 273.06 2.38 12 22.46 46 .17 253 .40 267.95 7.28 0 .66 273.09 2.44 13 21.21 43 .68 28 1.60 297 .07 7.74 0 .69 273.12 2.49 14 19.97 41 .18 306 .49 322 .78 8.15 0 .71 273.14 2 .54 15 18.72 38 .68 32 8 .1 7 345 .17 8.50 0.73 273 .16 2.57 16 17.47 36.19 346 .75 364 .36 8.81 0 .75 273.18 2.60 17 16.22 33.69 362 .32 380 .44 9.06 0 .77 273.20 2 .63 18 14.97 31 .20 3 74.98 393.51 9.27 0 .78 273.2 1 2 .65 19 13.73 28 .70 38 4 .82 403.68 9.43 0.79 273.22 2 .66 20 12.48 26.21 39 1.94 411 .03 9 .55 0 .79 273.22 2.67 21 11.23 23.71 396 .41 415.64 9 .62 0.80 273.23 2.68 22 9 .98 21.21 398 .32 417.62 9.65 0 .80 273.23 2.68 23 8.74 18 .72 3 97 .76 41 7.04 9 .64 0 .80 273.23 2.68 24 7.49 16.22 394 .79 413 .98 9.59 0 .80 273.23 2.68 25 6 .24 13.73 389 .51 408 .52 9.51 0.79 273.22 2 .67 26 4 .99 11 .23 381 .97 400 .74 9.38 0 .78 273.21 2.66 2 7 3 .74 8.74 3 72 .2 6 390.71 9 .22 0 .78 273.21 2.64 28 2 .50 6 .24 360.44 378 .50 9 .03 0 .76 273.19 2 .62 29 1.25 3 .74 346 .58 364 .1 9 8.80 0 .75 273.18 2.60 30 0.00 1.25 330.74 34 7.83 8.54 0 .74 273.17 2 .58 21 Inflow/Outflow Simulation 50-Year Storm Event I ' I I I ' • ~ 20 .00-1---~~~~~-l--~~1---~--+~~~~~~~~~~~~+-~~~~~t-~~~~--j 0 CJ Q) en ... Q) a.. 0 5 I I I I ---Pr e-Dev e lopme nt Hydro graph Post-Development Outfl ow Wit h Detention 10 1 5 20 25 30 Time (Minutes) - - - Post -De vel o pme nt Outflow Hydro grap h With out Detenti on --- - --Po st-Devel op m e nt "Free-Flow" 22 Inflow I Outflow Simulation 100-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 272.43 0.00 1 2.61 2.61 1.91 2.61 0.35 0.09 272.52 0.89 2 5.21 7.82 7.54 9.72 1.09 0.19 272.62 1.30 3 7.82 13.03 17.19 20.57 1.69 0.25 272.68 1.50 4 10.42 18.24 30.88 35.43 2.27 0.30 272.73 1.66 5 13.03 23.45 48.66 54.33 2.84 0.35 272.78 1.78 6 15.63 28.66 70.55 77.32 3.39 0.40 272.83 1.89 7 18.24 33.88 96.36 104.43 4.03 0.45 272.88 2.01 8 20.85 39.09 125.90 135.45 4.77 0.50 272.93 2.12 9 23.45 44.30 158.99 170.20 5.60 0.56 272.99 2.24 10 26.06 49.51 195.84 208.50 6.33 0.60 273.03 2.33 11 24.75 50.81 232.78 246.65 6.94 0.64 273.07 2.40 12 23.45 48.21 266.02 280.99 7.48 0.67 273.10 2.46 13 22.15 45.60 295.69 311.62 7.97 0.70 273.13 2.52 14 20.85 43.00 321.89 338.68 8.40 0.73 273.16 2.56 15 19.54 40.39 344.73 362.27 8.77 0.75 273.18 2.60 16 18.24 37.78 364.33 382.51 9.09 0.77 273.20 2.63 17 16.94 35.18 380.78 399.51 9.36 0.78 273.21 2.66 18 15.63 32.57 394.19 413.35 9.58 0.80 273.23 2.68 19 14.33 29.97 404.65 424.15 9.75 0.81 273.24 2.69 20 13.03 27.36 412.25 432.01 9.88 0.81 273.24 2.70 21 11.73 24.75 417.09 437.00 9.96 0.82 273.25 2.71 22 10.42 22.15 419.25 439.24 9.99 0.82 273.25 2.71 23 9.12 19.54 418.82 438.79 9.99 0.82 273.25 2.71 24 7.82 16.94 415.88 435.76 9.94 0.82 273.25 2.71 25 6.51 14.33 410.51 430.21 9.85 0.81 273.24 2.70 26 5.21 11.73 402.79 422.24 9.72 0.80 273.23 2.69 27 3.91 9.12 392.79 411.91 9.56 0.79 273.22 2.67 28 2.61 6.51 380.59 399.31 9.36 0.78 273.21 2.66 29 1.30 3.91 366.25 384.50 9.12 0.77 273.20 2.63 30 0.00 1.30 349.84 367.55 8.86 0.75 273.18 2.61 23 "'C c: 20.00 0 (..) Q) en .... Q) 0. ... Q) Q) 15.00 u. (..) :c ::I u ~ 0 ;;:: 10.00 ... ::I 0 0 Inflow /Outflow Si mulation 100-Year Storm Event I .. I I I I 5 I I I • I I I I I 1 0 ... .. ... 1 5 Time (Minutes) ... .. 20 ... ' ---Pr e -De v e lo pment Hyd ro graph P ost-Development Outflow Hy drograph With out Detention Post-De velopment Outflow With Detention - - - - --Post-Development "Fr ee-Flow" 24 25 30 Inflow/Outfl ow Simulation 5-Year Storm Event 6 .00 't:J c: 0 (.,) 5.00 Q) (/) ... Q) Q,, .... Q) Q) 4 .00 LL (.,) :.c :::J (.) ~ 3.00 0 ;;::: .... :::J 0 2 .00 0 5 10 1 5 20 2 5 30 Time (Minutes) --Pre-Dev e lo pme nt Hyd ro g ra ph -T otal Post -Dev e lo p m e nt Hyd ro g ra ph 25 Inflow/Outfl ow S imulation 10-Year Storm Event 7 .00 't:J c: 0 0 11) CJ) 6.00 ... 11) ll.. .... 11) 11) 5.00 LL 0 :c :J (.) ~ 4.00 0 ;;:::: .... :J 0 3.00 0 5 10 1 5 20 25 30 Time (Minutes) --Pre-Development Hydrograph -T o ta l Post -Developme nt Hydrograph 26 Inflow/Outfl ow S imulation 25-Year Storm Event -8.00 ~ c:: 0 tJ Q) CJ) ... Q) a.. ... Q) Q) 6.00 LL tJ :c :J (.) ~ 0 'E :J 4.00 0 0 5 10 1 5 20 25 30 Time (Minutes) --Pre-Development Hydr og raph -Tota l Post-Developme nt Hyd rograph 27 Inflow/Outflow S imulation 50-Year Storm Event "'C 8.00 c: 0 (,) Cl) rn ... Cl) a. .... Cl) Cl) 6.00 u.. (,) ::c ::I (.) ;: 0 ;;:: .... 4 .00 ::I 0 0 5 10 15 20 25 30 Time (Minutes ) --Pre -De vel op ment Hydrograp h -Tota l Post-Dev e lo pm ent Hy d rogra ph 28 Inflow/Outflow Si mulation 100-Year Storm Event "O 8 .00 c: 0 u Q) CJ') Q; D.. .... Q) Q) 6 .00 LL u :.0 ::I (.) :t 0 :;: .... ::I 4.00 0 0 5 10 1 5 20 25 3 0 Time (Minutes ) --Pr e-D eve l opment Hy dro graph -T o ta l Pos t-D ev el op m e nt Hy d ro grap h 29 BASIN 2 FLOW MODEL U-HAUL -Lot BB Lakeview Acres Resubdivison, College Station, TX Tributary Area ("A"): 1.03 Pervious Area : Impervious Area : Acres 1 .01 0.02 Acres Acres Run -Off Coefficient ("Cwt"): 0.41 Time Of Concentration ("T/c"): Total Travel Time : Hourly Intens ity Rates ("I"): 5-Year : 7 .70 10-Year: 8 .92 25 -Year: 9 .92 50-Year: 11 .07 100-Year: 11 .61 Peak Discharge Rate ("0"): 5 -Year: 3 .26 10-Year : 3 .78 25-Year : 4 .20 50-Year : 4.69 100-Year: 4.92 A - 1 c = 0.40 c = 0.98 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second / Flow Model -BASIN 2 Tributary Area ("A"): 1 .03 Acres Pervious Area: 0 .03 Acres c = 0.40 c = 0.98 Imperv ious Area : 1 .00 Acres Run -Off Coefficient ("Cwt"): 0.96 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 5 -Year : 7.70 Inches I Hour 10 -Year: 8 .92 Inches I Hour 25-Year: 9.92 Inches I Hour 50-Year : 11.07 Inches I Hour 100-Year : 11 .61 Inches I Hour Peak Discharge Rate ("0"): 5-Year : 7.64 Cubic Feet I Second 10-Year: 8.85 Cubic Feet I Second 25 -Year : 9 .84 Cubic Feet I Second / 50-Year : 10.98 Cubic Feet I Second 100-Year : 11 . 5 1 Cubic Feet I Second Pimli~r!§in µ~ er~i l~vi!i i m~o! 1 > >>< rn r RP~~M ~iliJ.qp m@n~ II!~! 190.11! §J,91~; ? 5 -Year : 10-Year : 25 -Year : 50-Year: 100-Year : 5-Year: 10 -Y ear : 25 -Yea r : 50-Year: 100-Year: Predevelopment 3 .26 Ft3/sec 3.78 Ft3 /sec 4 .20 Ft3 /sec 4 .69 Ft3/sec 4 .92 Ft3/sec 4.38 Ft3 /sec x (30 Min. 5 .07 Ft3/sec x (30 Min. 5 . 64 Ft3/sec x (30 Min. 6.29 Ft3/sec x (30 Min. 6 . 60 Ft3/sec x (30 Min . Post-Development x 60 x 60 x 60 x 60 x 60 7. 64 Ft3/sec 8 .85 Ft3/sec 9 . 84 Ft3/sec 10.98 Ft3/sec 11 .51 Ft3/sec Sec. I 2 Sec. I 2 Sec. I 2 Sec . I 2 Sec . 2 Increase 4 .38 Ft3 /sec 5 .07 Ft 3 /se c 5.64 Ft 3 /se c 6 .29 Ft3 /sec 6 .60 Ft3 /sec 3 ,941 Cubic 4,563 Cubic 5 ,076 Cubic 5,664 Cubic 5 ,937 Cubic Feet Feet Feet Feet Feet Flow Model -BASIN 2 A -2 lit.i ri!i @Rlii it.livih;),P.mini 1~1r~@811191~' > 11~r< siitw wiii t sutiiif >.·.·.·.·.·.·.···· Tribut ar y A rea ("A"): 0 .00 Acres Pe rv ious Area : 0 .00 Acres Impervious Area : 0 .00 Acres Run -Off Coeffi cient ("Cwt"): 0.40 T ime Of Concentration ("T/c"): 10 Minutes (Min) Hourl y Int en si ty Rates ("I "): 5 -Year : 7 .69 10 -Yea r : 8 .63 25 -Year: 9.86 50-Year: 11 .15 100-Year: 11.64 Peak Discha rge Ra t e ("0"): 5 -Year : 0 .00 10-Year : 0.00 25-Year : 0.00 50-Year : 0 .00 100-Year : 0 .0 0 A -3 * All Runoff in this ar ea is collected by the basin c = 0.40 c = 0 .98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Flow Model -BAS I N 2 •_o_·_._-_._•_· __ ·_,_.•_e,'_'_'_'_._t_='_._•.•_e_'_'_'_'_',•_,~_,_,_•.~_,_,_ •. '_'_'_'_'_•_:r:·,·_._•.~_,_,_•_'_._•,•_e_'_'_'_',•.•.•.•,,_e_·_._·.•,•-•.•.as_'_·_••_,_._._._'_'_'_'_t_' ___ ,_•_~_._•.•.•-·_a_·_•.·.·-•-•-•-·.e_'_'_'_•_•.v_'_•_•_,_•_e_•_,_'_'_'.•_1_·_-.0_•_,_•.•_'_'_h_'_'_._•_'_m_'_•_'_'_•.'_'_'_._e_'_'_'_'_._n_'_'_•.•.'.'_t.•_,_-_'.•.•-•.·-·.·.·.· .• _•._• •. •._••.•.,_•._•._•._•._• .. :.•: .. > • ••• • • • ~:l:JRJ.:J. ~ ~1!~l~~~~~~~~~~~~~jjjjj~\jjj\j~~~t11~1t.11.1~1~~~~--1:_:\.~_[_:l.~~-~-~-~~-1.~.~-~-~-~.1.~.1.~.~-~-~-~-1.~.~-~-~-~-1.~.1.~.~-~-1.~.1 fi~lw-~P.!I i@l!itii n-•llli •:r::j:: w··· Tributary Area ("A"): 1.03 Pervious Area: Impervious Area : Run -Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0 .96 0 .03 1.00 Acres Acres 10 Minutes (Min) 5-Year: 7 .69 10-Year : 8 .63 25-Year : 9 .86 50-Year : 11 .1 5 100-Year: 11 .64 5-Year : 7 .63 10-Year: 8.57 25-Year: 9.78 50-Year: 11.06 100-Year: 11 .55 A-4 c = 0.40 c = 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Flow Model -BASIN 2 Pre-Development -Basin 2 Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 1 0 .33 0.38 0.42 0.47 0.49 2 0.65 0.76 0.84 0.94 0.98 3 0.98 1.13 1.26 1 .41 1.47 4 1 .31 1. 51 1.68 1.88 1.97 5 1.63 1.89 2.10 2.35 2.46 6 1 .96 2 .27 2.52 2.81 2 .95 7 2.28 2.64 2.94 3.28 3.44 8 2.61 3.02 3.36 3.75 3.93 9 2.94 3.40 3.78 4.22 4.42 Peak => 11 3 .10 3.59 3 .99 4.46 4 .67 12 2 .94 3 .40 3 .78 4 .2 2 4.42 13 2.77 3.21 3 .57 3.99 4.18 14 2 .61 3.02 3.36 3.75 3.93 15 2.45 2.83 3.15 3.52 3.69 16 2.28 2.64 2.94 3 .28 3 .44 17 2.12 2.46 2.73 3.05 3 .20 18 1.96 2.27 2.52 2.81 2 .95 19 1.79 2 .08 2.31 2.58 2.70 20 1.63 1.89 2 .10 2.35 2.46 21 1.47 1 .70 1 .89 2.11 2.21 22 1 .31 1 . 51 1.68 1.88 1 .97 23 1 .14 1.32 1.47 1 .64 1.72 24 0 .98 1 .13 1.26 1 .41 1.47 25 0.82 0 .94 1.05 1. 17 1.23 26 0.65 0.76 0.84 0.94 0 .98 27 0.49 0.57 0.63 0.70 0 .74 28 0.33 0.38 0.42 0.47 0.49 29 0.16 0.19 0.21 0.23 0.25 30 0.00 0.00 0.00 0.00 0.00 A -5 Flow Model -BASIN 2 Post-Development -Basin 2 Inflow Hydrograph Ordi nates (Cubic Feet per Second) Time 5-Year 10-Year 25 -Year 50-Year 100-Year (Min utes) Storm Storm Storm Storm Storm 0 0.00 0.00 0 .00 0.00 0.00 0 .76 0.88 0.98 1.10 1 .15 2 1 .5 3 1.77 1.97 2.20 2.30 3 2.29 2.65 2 .95 3.30 3.45 4 3.06 3 .54 3.94 4 .39 4.61 5 3.82 4.42 4.92 5.49 5 .76 6 4.59 5 .31 5.91 6.59 6.91 7 5.35 6 .19 6 .89 7.69 8 .06 8 6.11 7 .08 7 .87 8 .79 9 .21 9 6.88 7.96 8 .86 9.89 10.36 Peak=> 1 1 7.26 8.41 9.35 10.43 10 .94 12 6 .88 7.96 8.86 9 .89 10 .36 1 3 6.50 7 .52 8 .37 9.34 9 .7 9 14 6.11 7.08 7.87 8.79 9 .21 1 5 5.73 6.64 7 .38 8.24 8 .63 16 5.35 6.19 6.89 7 .69 8.06 17 4.97 5 .75 6.40 7 .14 7.48 1 8 4 .59 5 .31 5.91 6.59 6 .91 19 4.20 4 .87 5.41 6.04 6 .33 2 0 3.82 4 .42 4.92 5.49 5.76 21 3.44 3 .98 4.43 4.94 5.18 2 2 3.06 3.54 3.94 4 .39 4.61 23 2.67 3.10 3 .45 3 .84 4.03 2 4 2.29 2 .65 2.95 3.30 3.45 25 1 . 91 2 .2 1 2.46 2.75 2.88 26 1 .53 1.77 1 .97 2.20 2.30 27 1 .1 5 1 .33 1.48 1.65 1.73 28 0 .76 0.88 0 .98 1 .10 1 .1 5 29 0.3 8 0 .44 0 .4 9 0.55 0.58 30 0 .00 0.00 0.00 0 .00 0.00 A -6 Flow Model -BASIN 2 Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Tim e 5-Y ea r 10-Year 25-Year 50-Year 100-Year (Min utes) Sto rm Storm Storm Storm Storm 0 0 .00 0 .00 0 .00 0 .00 0.00 1 0 .00 0.00 0.00 0 .00 0 .00 2 0 .00 0.00 0.00 0 .00 0 .00 3 0.00 0 .00 0 .00 0.00 0 .00 4 0 .00 0.00 0 .00 0 .00 0 .00 5 0.00 0.00 0 .00 0 .00 0.00 6 0.00 0 .00 0.00 0 .00 0.00 7 0.00 0 .00 0 .00 0.00 0.00 8 0.00 0.00 0.00 0.00 0 .00 9 0.0 0 0 .00 0.00 0 .00 0.00 Peak => 1 1 0 .0 0 0 .00 0 .00 0 .00 0 .00 12 0 .00 0.00 0.00 0 .00 0 .00 13 0.00 0.00 0.00 0 .00 0 .00 14 0.00 0 .00 0.00 0 .00 0 .00 1 5 0.0 0 0.00 0 .00 0 .00 0 .00 16 0.00 0.00 0.00 0 .00 0 .00 17 0.00 0.00 0.00 0.00 0 .00 18 0.00 0.00 0.00 0.00 0 .00 19 0.00 0 .00 0.00 0.00 0.00 20 0.00 0.00 0.00 0 .00 0.00 21 0.00 0.00 0.00 0 .00 0 .00 22 0.0 0 0 .00 0.00 0.00 0 .00 23 0.00 0.00 0 .00 0 .00 0 .00 24 0.00 0.00 0.00 0.00 0.00 25 0.00 0 .0 0 0 .00 0 .00 0 .00 26 0.00 0.00 0 .00 0.00 0.00 27 0 .00 0 .00 0.00 0.00 0.00 28 0 .00 0.00 0.00 0 .00 0.00 29 0 .00 0 .00 0.00 0.00 0.00 30 0 .00 0.00 0.00 0.00 0 .00 A -7 Flow Model -BASIN 2 Post-Development Flo w Routed Through Detention Pond Inflow Hydrograph Ordinates (C ubic Feet per Second) Ti m e 5 -Year 10-Year 25-Year 50-Year 100-Year (Mi nu te s) Storm Storm Storm Storm Storm 0 0 .00 0.00 0.00 0.00 0.00 1 0.76 0.86 0 .98 1 . 11 1 .1 5 2 1.53 1. 71 1.96 2 .21 2 .31 3 2 .29 2.57 2 .93 3 .32 3.46 4 3 .05 3 .43 3 .91 4 .42 4.62 5 3 .82 4 .2 8 4.89 5.53 5.77 6 4.58 5 .14 5.87 6 .64 6.93 7 5.34 6.00 6.85 7 .74 8 .08 8 6.10 6.85 7.83 8.85 9 .24 9 6.87 7. 71 8.80 9.95 10.39 Peak => 1 1 7.25 8.14 9.29 10.51 10.97 12 6.87 7 .71 8.80 9 .95 10.39 13 6.49 7.28 8.32 9.40 9.81 14 6.10 6.85 7.83 8.85 9.24 1 5 5.72 6.42 7 .34 8.29 8.66 16 5.34 6 .00 6.85 7 .74 8.08 17 4.96 5.57 6.36 7.19 7.50 1 8 4 .58 5 .14 5 .87 6 .64 6.93 1 9 4.20 4.71 5 .38 6.08 6 .35 20 3.82 4.28 4.89 5.53 5 .77 21 3.43 3.85 4.40 4 .98 5.20 22 3 .05 3.43 3.91 4.42 4 .62 23 2.67 3.00 3.42 3.87 4.04 24 2.29 2 .57 2.93 3 .32 3.46 25 1 . 91 2 .14 2.45 2.76 2.89 26 1 .53 1. 71 1.96 2.21 2.31 27 1 .14 1.28 1.47 1 .66 1.73 28 0 .76 0.86 0.98 1 . 11 1.1 5 29 0.38 0.43 0.49 0 .55 0 .58 30 0.00 0.00 0.00 0 .00 0 .00 A -8 Flow Model -BASIN 2 8 .00 7 .00 "'C c 0 (J 6 .00 Cl) rJ) ... Cl) 5 .00 Q.. ... Cl) Cl) LL 4 .0 0 (J :.c ::I (.) 3.00 Cl) ~ "' 2 .00 .c (J en c 1.00 0 .0 0 0 T otal Pre -D eve lopment Vs. Total Post-D ev e lopment (No Deten t i on ) Pe ak Di s ch ar ge Rates 5-Y ear Storm Event 5 10 1 5 20 25 Tim e (Minutes) --Pr e-De v elopme nt Hydrog ra p h --Post -Develop m e nt O utflo w Hy d ro gra p h With o ut Detention 3 0 A -9 Flow Model -BASIN 2 9.00 -8.00 "'C c: 0 (J 7.00 cu (/) ... 6 .00 cu 0... ... cu 5.00 cu U- (J 4 .00 :c :l (.) cu 3 .00 C> ... «I 2.00 ..c: (J VI i:5 1 .00 0 .00 0 10 .00 -9 .00 "'C c: 0 8 .00 (J cu (/) 7 .00 ... cu 0... ... 6 .00 cu cu U-5.00 (J :c :l 4 .00 (.) cu 3 .00 C> ... «I ..c: 2 .0 0 (J VI i:5 1.00 0.00 0 Total Pre -D evel opment Vs. Total Post-Development (No Detention ) Peak Discha rg e Rates 1 0 -Y ear Stor m Ev en t 5 10 1 5 20 25 Time (Minutes) --Pr e-Dev e lopm e nt Hydrograph -Post -Development Outfl ow Hydrograph W ithout Detention Total Pre -D ev el opm en t Vs. Total Post-D ev elopment (No Detention ) Peak Dis c h arg e Rates 25-Y ear Storm Event 5 10 1 5 20 25 Time (Minut es) 3 0 3 0 --Pre-Develop ment Hydrog raph -Post -Developme nt Outfl ow Hydrog ra ph Witho u t Detentio n Flow Model -BASIN 2 A -10 "'C c: 0 CJ cu en ... cu 0.. .... cu cu LL CJ :c ::I (.) cu ~ '° ..c: CJ VI i5 Total Pre-D evelopm en t Vs. Total Post-Deve lopment (No Detention) Peak Discha rge Rates 5 0-Year Stor m Event 12.00 1 0 .00 -"'C c: 0 CJ cu en ... cu 0.. .... cu cu LL CJ :c ::I (.) cu Cl ... '° ..c: CJ VI i5 8 .00 6.0 0 4 .00 2 .00 0 .00 0 5 10 15 20 25 Time (Minutes) --Pr e -Devel opme nt Hydrograph -Post-Developme nt Outfl ow Hydrog rap h Without Detention Total Pre -D evelopment Vs. Total Po st-D ev e lopment (No Detention) Peak Discha rge Rates 1 00-Y ear St or m Event 12.00 1 0 .00 8 .00 6 .0 0 4.00 2 .00 0 .00 0 5 10 1 5 20 25 Time (Minu tes) --Pr e-De v e lopm en t Hyd rog raph - Post-Developme nt Ou tflo w Hydrograph With o ut Detentio n 30 30 Flow Model -BASIN 2 A -11 1•1~11!11~111\\l 111•1•1•1•:•:••······•:•••······ 0.90 0 .80 0 .70 0.60 ? 0.50 Q) Q) LL .r:. .... Q, Q) 0.40 c 0 .30 0 .20 0.10 0.00 0 El evati on 27 2.9 7 2 7 3.1 4 27 3.22 2 7 3 .3 0 2 7 3. 5 5 2 7 3.8 0 Depth (Feet) 0 .00 0 .17 0.25 0 .33 0 .58 0.83 Detentio n Po nd Depth Vs. Volume Volume (F t3) 0 26 105 266 1,686 5,379 ~ _./ ~ I ~ ~ / / / / I 1,0 0 0 2 ,000 3,000 4,000 5,000 6,000 De te nt io n Pond Volum e (Cubic Feet) Flow Model -BASIN 2 A -12 Weir Le ngth(L): 2.82 ft~~tm •§t!Q(~ f:9 t Qijl.J.:&,t pontrq! $!~9§:tur~•·• i ? ~P:il ;Vi~ ¥9.14ffig t:: Jt ···········.········ .. . ..... . +:; C1) C1) LL ..c: +" c. C1) c 0.90 0.80 0 .70 0.60 0 .50 0.40 0.30 El evation 27 2.9 7 2 73 .1 4 27 3 .2 2 2 73 .3 0 27 3.5 5 273.80 Dep t h (Fe et ) 0.0 0 0.1 7 0 .25 0.33 0.58 0.83 Discharg e Ft3/Sec 0.00 0 .59 1.06 1.60 3.74 6.40 Rating C urve For O utl et Contro l Structure Depth Vs. Volume I/ / / / v / v / / I 0 .20 0 .10 I 0 .00 0 .00 1.00 2 .00 3 .00 4.00 5 .00 6.00 Dis ch arge (Cubic Fee t Per Second) 7.00 A -1 3 Flow Model -BASIN 2 "C c: 0 (,J Q) (J) ... Q) 0. ..... Q) Q) LL (,J ::.0 ::J (.) Q) ~ (ti ..c: (,J !fl Ci 5.00 4.00 3 .00 2.00 Depth (Feet) 0.00 0 .17 0.25 0.33 0.58 0.83 Storag e (Ft 3 ) 0 26 105 266 1,686 5 ,379 Disch ar ge (Ft3 /Sec) 0 .00 0.59 1 .06 1 .60 3.74 6.40 2s /t (Ft3 /Sec) 0 .00 0 .87 3 .50 8 .87 56 .20 179 .30 Stora ge Indi ca tion Curve 2s /t + 0 (Ft3/Sec) 0 .00 1.46 4 .56 10.47 59 .94 185 .70 0.00 .,_~~~~~~--1~~~~~~~-+-~~~~~~~ ...... ~~~~~~-1 0.00 50 .00 100 .00 150.00 200.00 2s/t + 0 (Cubic Fee t Per Second) Flow Model -BASIN 2 A -14 Inflow I Outflow Simulation 5-Year Storm Event Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 272.97 0.00 1 0.76 0.76 0.14 0.76 0.31 0.11 273.08 1.00 2 1.53 2.29 0.95 2.43 0.74 0.20 273.17 1.33 3 2.29 3.82 2.62 4.77 1.08 0.25 273.22 1.51 4 3.05 5.34 5.21 7.96 1.37 0.30 273.27 1.64 5 3.82 6.87 8.74 12.08 1.67 0.34 273.31 1.75 6 4.58 8.39 13.35 17.13 1.89 0.37 273.34 1.82 7 5.34 9.92 18.96 23.27 2.16 0.40 273.37 1.90 8 6.10 11.45 25.48 30.40 2.46 0.44 273.41 1.99 9 6.87 12.97 32.83 38.45 2.81 0.48 273.45 2.08 10 7.63 14.50 40.94 47.33 3.19 0.52 273.49 2.17 11 7.25 14.88 48.70 55.82 3.56 0.56 273.53 2.25 12 6.87 14.12 55.23 62.82 3.80 0.59 273.56 2.30 13 6.49 13.35 60.74 68.58 3.92 0.60 273.57 2.32 14 6.10 12.59 65.29 73.33 4.02 0.61 273.58 2.34 15 5.72 11.83 68.92 77.12 4.10 0.62 273.59 2.36 16 5.34 11.07 71.66 79.99 4.16 0.62 273.59 2.37 17 4.96 10.30 73.56 81.97 4.20 0.63 273.60 2.38 18 4.58 9.54 74.65 83.10 4.23 0.63 273.60 2.38 19 4.20 8.78 74.95 83.42 4.23 0.63 273.60 2.38 20 3.82 8.01 74.52 82.97 4.22 0.63 273.60 2.38 21 3.43 7.25 73.37 81.77 4.20 0.63 273.60 2.38 22 3.05 6.49 71.54 79.86 4.16 0.62 273.59 2.37 23 2.67 5.72 69.06 77.26 4.10 0.62 273.59 2.36 24 2.29 4.96 65.95 74.02 4.03 0.61 273.58 2.34 25 1.91 4.20 62.24 70.15 3.95 0.60 273.57 2.33 26 1.53 3.43 57.96 65.67 3.86 0.59 273.56 2.31 27 1.14 2.67 53.13 60.63 3.75 0.58 273.55 2.29 28 0.76 1.91 47.98 55.03 3.53 0.56 273.53 2.24 29 0.38 1.14 42.59 49.13 3.27 0.53 273.50 2.19 30 0.00 0.38 36.96 42.97 3.01 0.50 273.47 2.12 A -15 Flow Model -BASIN 2 In flow /Outflow Simul ation 5-Year Storm Event 7.00 I I 6.00 I I "'C 5.00 c 0 I u Q) I CJ) Gi 0. .... Q) Q) 4.00 u. u :.c :l (.) -3: 0 ;;:::: .... 3.00 :l 0 0 5 ---Pre-Dev el opme nt Hydr ogra ph Post-Dev e lop ment Outfl ow W it h Detentio n ' ' ' 10 ' ' ' ' ' ' \. ' ' ' ' \. ' ' 1 5 20 25 30 Tim e (Minutes) • • • Po st-Developme nt Outflow Hydrograph Without Detention -- - --- Post-Developme nt "Free-Flow" Flow Model -BASIN 2 A -16 I n flow I Ou tflow Sim ul ati on 10-Year Sto r m Event Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0 .00 0 .00 0 .00 0.00 0.00 0 .00 272.97 0 .00 1 0 .86 0 .86 0.16 0.8 6 0.35 0 .12 273.09 1.04 2 1.71 2.57 1.16 2.73 0.78 0 .20 273.1 7 1.36 3 2 .57 4.28 3 .17 5.45 1.14 0 .26 273 .23 1.54 4 3 .43 6 .00 6 .20 9.1 6 1.48 0 .31 273.28 1.68 5 4 .28 7.7 1 10 .40 13 .91 1.7 5 0 .35 273.32 1.77 6 5 .14 9.42 15.81 19 .82 2.01 0 .38 273.35 1.86 7 6 .00 11.14 22.32 26.94 2.31 0.42 273.39 1.95 8 6 .85 12.85 29.83 35.16 2.67 0 .46 273.43 2 .04 9 7.71 14.56 38.26 44.39 3.0 7 0 .51 273.48 2.14 10 8.57 16.2 7 47.52 54.53 3 .50 0 .56 273.53 2.24 11 8.14 16 .70 56 .57 64 .23 3 .83 0.59 273.56 2 .30 12 7.71 15 .8 5 64.41 72 .42 4 .00 0 .6 1 273.58 2.34 13 7.28 14.99 71 .1 1 79 .40 4 .15 0 .62 273.59 2.37 14 6 .85 14 .1 3 76 .69 85 .2 4 4 .27 0 .63 273 .60 2 .39 15 6 .42 13 .28 81 .2 3 89 .97 4.37 0 .64 273.61 2.41 16 6 .00 12.42 84 .7 5 93.65 4.45 0.65 273.62 2.42 17 5.57 11.56 8 7.3 0 96.31 4 .5 1 0.66 273.63 2.43 18 5 .1 4 10.71 88.92 98 .00 4.54 0 .66 273.63 2.44 19 4 .7 1 9 .85 89 .65 98 .77 4.56 0 .66 273 .63 2.44 20 4 .2 8 8 .99 89 .54 98.65 4 .56 0 .66 273.63 2.44 21 3 .85 8.14 88 .60 97 .67 4.54 0 .66 273.63 2.44 22 3 .43 7.28 86.89 95.88 4 .50 0 .66 273.63 2.43 23 3 .00 6.42 84 .43 93.31 4.44 0 .65 273.62 2.42 24 2 .57 5.57 81 .25 89.99 4 .37 0.64 273.61 2.41 25 2 .1 4 4.71 77.39 85.96 4 .29 0 .64 273.61 2.39 26 1. 71 3.85 72.86 8 1.24 4 .1 9 0 .63 273.60 2.37 27 1.28 3 .00 6 7.71 75 .86 4.07 0 .61 273.58 2.35 28 0 .86 2 .1 4 61 .96 69.86 3 .95 0.60 273 .57 2 .33 29 0.43 1.28 55 .63 63 .2 5 3 .81 0 .59 273.56 2 .30 30 0 .00 0 .43 48 .92 56 .06 3 .57 0 .56 273.53 2.25 Flow Model -BASIN 2 A - 1 7 9 .00 8 .00 7 .00 6 .00 "C c: 0 (.J Q) en ... 5 .00 Q) ll.. .... Q) Q) LL (.J :c :J 4 .00 () 3: 0 ~ .... :J 0 3.00 0 In flow/Outfl ow S imulation 10-Yea r Storm Event I ' ' ' ' ' I ,. ' ' ' I I I • ' ' " I ' ' ' 5 10 1 5 20 25 30 T im e (Mi nutes) ---Pre De ve lopmen t Hydrograp h ---Pos t Deve lopm ent Ou tflow Hydrog raph Without Dete nti o n Pos t De velopm ent Ou tflow With Detenti on - --- --Post De ve lopment "Free -Fl o w" A -1 8 Flow Model -BASIN 2 Inflow I Outflow Simulation 25-Year Storm Event Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation Velocity (Minutes} (Ft3/Sec} (Ft3/Sec) (Feet) (FUSec} 0 0.00 0.00 0.00 0.00 0.00 0.00 272.97 0.00 0.98 0.98 0.18 0.98 0.40 0.13 273.10 1.08 2 1.96 2.93 1.43 3.12 0.84 0.21 273.18 1.39 3 2.93 4.89 3.88 6.33 1.22 0.28 273.25 1.57 4 3.91 6.85 7.50 10.73 1.62 0.33 273.30 1.73 5 4.89 8.80 12.60 16.31 1.86 0.36 273.33 1.81 6 5.87 10.76 19.04 23.36 2.16 0.40 273.37 1.90 7 6.85 12.72 26.71 31.75 2.52 0.45 273.42 2.00 8 7.83 14.67 35.51 41.39 2.94 0.49 273.46 2.11 9 8.80 16.63 45.34 52.14 3.40 0.54 273.51 2.21 10 9.78 18.59 56.28 63.93 3.82 0.59 273.56 2.30 11 9.29 19.08 67.23 75.36 4.06 0.61 273.58 2.35 12 8.80 18.10 76.78 85.33 4.27 0.63 273.60 2.39 13 8.32 17.12 84.99 93.90 4.46 0.65 273.62 2.42 14 7.83 16.14 91.92 101.13 4.61 0.67 273.64 2.45 15 7.34 15.16 97.61 107.08 4.73 0.68 273.65 2.47 16 6.85 14.18 102.13 111.80 4.83 0.69 273.66 2.49 17 6.36 13.21 105.52 115.34 4.91 0.70 273.67 2.50 18 5.87 12.23 107.83 117. 75 4.96 0.70 273.67 2.51 19 5.38 11.25 109.10 119.08 4.99 0.70 273.67 2.52 20 4.89 10.27 109.38 119.37 4.99 0.70 273.67 2.52 21 4.40 9.29 108.72 118.68 4.98 0.70 273.67 2.51 22 3.91 8.32 107.14 117.03 4.94 0.70 273.67 2.51 23 3.42 7.34 104.70 114.48 4.89 0.69 273.66 2.50 24 2.93 6.36 101.42 111.06 4.82 0.69 273.66 2.49 25 2.45 5.38 97.35 106.80 4.73 0.68 273.65 2.47 26 1.96 4.40 92.51 101.75 4.62 0.67 273.64 2.45 27 1.47 3.42 86.93 95.93 4.50 0.66 273.63 2.43 28 0.98 2.45 80.66 89.38 4.36 0.64 273.61 2.41 29 0.49 1.47 73.71 82.13 4.21 0.63 273.60 2.38 30 0.00 0.49 66.13 74.20 4.04 0.61 273.58 2.34 A -19 Flow Model -BASIN 2 I nflo w/Out fl ow Simulati on 25-Year Storm Event 10 .00 9 .00 8 .00 I I I 7.00 I I I "C c: 0 6 .00 u Cl) Cl) ... Cl) a.. I .... Cl) Cl) 5.00 LL u ::.c ::s (.) ~ 0 4 .00 ;;:: .. ::s 0 3.00 0 5 ---Pre-De ve lopme nt Hyd ro gr a ph Post-Developme nt Ou tfl ow Wit h Deten ti o n I '\ I I '\ " 10 ' ' ' " " " ' '\ " \. " '\ " ' '\ " '\ '\ 1 5 20 25 30 Ti m e (Minutes) • • • Post-Deve lo pm ent Outflow Hydr ograph Without Detention --- ---Post-Development "Free-Fl~rc,'~ Model_ BASIN 2 A -20 In flow I Outflow Simulation 50-Year St orm Event Time Inflow 11+ 12 2 s/t -O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/S ec) (Ft3/Sec) (F ee t) (FUSec) 0 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 272.97 0 .00 1 1. 11 1.11 0 .21 1.11 0.45 0 .14 273.11 1.13 2 2 .21 3.32 1.72 3.52 0 .90 0 .22 273 .19 1.42 3 3.32 5 .53 4 .64 7 .25 1.31 0 .29 273.26 1.61 4 4 .42 7.74 9 .01 12.38 1.69 0 .34 273.31 1.75 5 5 .53 9 .95 15 .02 18 .96 1.97 0 .38 273.35 1.85 6 6 .64 12.1 6 22.53 2 7.18 2 .32 0 .42 273 .39 1.95 7 7 .74 14 .38 3 1.42 36 .9 1 2 .74 0 .47 273.44 2.06 8 8 .85 16.59 4 1.56 4 8 .01 3 .2 2 0 .53 273.50 2 .17 9 9 .95 18 .80 52 .8 7 6 0.36 3 .75 0 .58 273.55 2.29 10 11.06 2 1.01 65.82 73 .8 8 4 .03 0 .61 273.58 2.34 11 10.51 2 1.56 78 .75 8 7.38 4 .32 0.64 273.61 2.40 12 9.95 20 .46 90 .07 9 9.21 4.57 0 .66 273.63 2 .44 13 9 .40 19 .35 99 .86 109 .42 4 .78 0 .68 273.65 2.48 14 8 .85 18 .25 108 .17 118 .10 4 .97 0 .70 273.67 2 .51 15 8.29 17 .14 11 5 .07 125.3 1 5 .12 0 .72 273.69 2.54 16 7.74 16.03 120 .62 131 .10 5.24 0 .73 273.70 2.56 17 7 .1 9 14 .93 124 .88 135 .55 5 .34 0 .74 273.71 2.57 18 6 .64 13.82 12 7.89 138 .70 5.40 0 .74 273.71 2 .58 19 6 .08 12 .72 12 9.72 140 .6 1 5.44 0 .75 273 .72 2 .59 20 5 .53 11 .61 130 .4 2 14 1.33 5.46 0 .75 273.72 2 .59 2 1 4 .98 10.51 13 0.02 140 .9 2 5.45 0 .75 273.72 2.59 22 4 .42 9 .40 12 8.59 139.42 5.42 0 .74 273.71 2 .59 23 3 .87 8 .29 126 .15 136.88 5.36 0 .74 273.71 2.58 24 3 .32 7 .19 122.76 133 .34 5 .2 9 0 .73 273.70 2 .57 25 2 .76 6 .08 118 4 5 128 .84 5 .19 0 .72 273.69 2 .55 26 2 .21 4 .98 113.2 7 12 3.43 5 .08 0.71 273.68 2 .53 27 1.66 3 .8 7 10 7.25 11 7 .14 4 .95 0.70 273.67 2 .51 28 1. 11 2 .76 100 .42 110.0 1 4.80 0 .68 273.65 2.48 29 0 .55 1.66 92 .82 102 .0 8 4 .63 0 .67 273 .64 2.45 30 0 .00 0 .55 84 .48 9 3 .37 4.44 0 .65 273.62 2 .42 A -2 1 Flow Model -BASIN 2 Inflow/Outfl ow S imulation 50-Year Storm Event -"C c: 0 (.) Q) CJ) .. Q) c.. ... Q) Q) LL. (.) :c :s (.) ~ 0 ~ :s 0 I 0 5 I I I I I I I I I ---Pre -Devel opm e nt Hyd rograph Post-D ev elopm e nt Outfl ow Wit h Det enti on .. 10 ' ' ' ' .. ' ' 15 20 2 5 30 T ime (Minutes) ---Po st -Dev elopme nt Outflow Hydrograph Wi t hout Detention -- --- -Post-Dev el opm e nt "Free-Fl~ro':..V Model _ BASIN 2 A -2 2 In f l o w I Outflow Simulation 100-Yea r Storm Event Time I nflow 11 + 12 2s/t-0 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FVSec) 0 0 .00 0 .00 0 .0 0 0 .00 0.00 0 .00 272.97 0 .00 1 1.15 1.15 0 .22 1.15 0.47 0 .15 273.12 1.14 2 2 .31 3.46 1.8 3 3 .68 0.93 0 .23 273 .20 1.44 3 3.46 5 .77 4 .92 7 .60 1.34 0 .29 273 .26 1.62 4 4 .62 8 .08 9 .58 13 .01 1. 71 0 .34 273.31 1.76 5 5 .77 10.39 15 .94 19 .97 2.01 0 .38 273.35 1.86 6 6 .93 12 .70 23 .87 28 .65 2 .39 0.43 273.40 1.97 7 8 .08 15.01 33 .22 38 .88 2 .83 0.48 273.45 2.08 8 9 .24 17.32 43 .88 50.54 3 .33 0 .54 273 .51 2.20 9 10 .39 19.63 55 .88 63 .51 3.81 0 .59 273.56 2.30 10 11.55 21 .94 69 .59 77 .8 2 4.12 0.62 273.59 2 .36 11 10 .97 22 .51 83 .2 7 92 .10 4.42 0.65 273.62 2 .42 12 10.39 2 1.36 95 .26 104.63 4 .68 0 .67 273 .64 2.46 13 9 .8 1 20.21 10 5.65 115.47 4 .9 1 0 .70 273 .67 2.SO 14 9 .2 4 19.05 11 4 .48 124.70 5.11 0.7 1 273.68 2 .54 15 8 .66 17.90 12 1.8 4 132 .38 5.27 0 .73 273 .70 2.56 16 8.08 16.74 12 7. 78 138.58 5.40 0.74 273.71 2 .58 17 7.50 15 .59 132 37 143.37 5.50 0.75 273.72 2 .60 18 6 .93 14.43 135 .6 5 146.80 5.57 0.76 273.73 2 .61 19 6 .35 13 .28 13 7.69 148.93 5.62 0.76 273.73 2 .62 20 5 .77 12.12 138 .54 149.81 5.64 0 .76 273.73 2.62 21 5 .20 10.97 138 .24 149 .5 1 5.63 0 .76 273.73 2.62 22 4 .62 9.81 136 .85 148.06 5.60 0 .76 273.73 2.6 1 23 4 .04 8 .66 134 42 145.5 1 5 .55 0 .75 273.72 2.6 1 24 3 .46 7.50 130.98 141 .92 5.47 0 .75 273.72 2.59 25 2 .8 9 6 .35 12 6.58 137.33 5 .37 0 .74 273 . 71 2.58 26 2 .31 5 .20 12 1.27 131. 78 5.26 0.73 273 .70 2.56 27 1.73 4 .04 1 15.07 125.31 5 .12 0 .72 273.69 2.54 28 1.15 2.8 9 108.03 117.9 5 4 .96 0 .70 273.67 2.51 29 0 .58 1.73 100 .1 8 109.76 4.79 0 .68 273.65 2.48 30 0 .00 0 .58 9 1.55 100.75 4.60 0 .67 273.64 2.45 A -23 Flow M odel -BASIN 2 12.00 10.00 8.00 -'t:J c: 0 u Cl) en ... Cl) 0.. .. Cl) Cl) 6.00 LL u :c :I (.) ~ 0 :;: .. :I 0 4 .00 0 Infl ow/Outflo w S i m ulati on 1 00-Year Storm Eve nt I I 5 ' .• I ' \. , \. ' I \. I I ' I ' I \. I I ' \. I \. I ' ' \. \. ' ' ' 10 1 5 20 Ti me (M i nutes) ---P re De ve lopment Hydrog raph Post-Deve lopmen t Outflow Hydrog raph Wit h out Dete ntion Post -Deve lopm ent Outflow W ith De tention --- - --Post-Deve lo pm en t "Free-Flo w " 25 30 Flow M odel -BASIN 2 A -2 4 Inflow/Outflo w Simula tio n 5-Year Storm Event 3 .00 "O c 0 (,) Cl) en ... 2.50 Cl) Q. .. Cl) Cl) LL (,) :.0 :::I (.) 2 .00 ~ 0 ;;::: .. :::I 0 1 .50 0 5 10 1 5 20 25 30 T ime (Minutes) --P re -De ve lo pment Hyd rogra ph -T oi a l Post -Devel op m e nt Hydro graph Flow Model -BASIN 2 A -2 5 Inflow/Outfl ow Simula tion 10-Year Storm Event -"'C c 0 3 .00 t.) Cl) r.n ... Cl) a.. ... Cl) Cl) 2.50 u.. t.) :.c :::J (.) ~ 0 2.00 :;::: ... :::J 0 1 .50 0 5 1 0 1 5 20 25 30 T ime (Minutes) --Pr e-D e ve lop ment Hy d rog rap h -To ta l Post -Dev elop ment Hydrograph Flow M odel -BASIN 2 A -26 Inflow/Outflo w S imulation 25-Year Storm Event -"C c: 0 3.00 u Q) CJ) ~ a.. .... Q) Q) 2.50 LL u :0 :I (.) -~ 0 2.00 ;;:: .... :I 0 1 .5 0 0 5 10 1 5 20 25 30 Ti me (Minutes) --Pr e-De velo pment Hyd rog raph -r r t <tl Post-D evel o p m e nt Hydrograph Flow Model -BASIN 2 A -2 7 Inflow /Outflo w S imul ation 50-Year Storm Event 4 .00 -"C c: 0 u Q) CJ) ... Q) 0... .. Q) Q) 3 .00 LL u :a :I (..) ~ 0 ;;:::: .. :I 0 2 .00 0 5 1 0 1 5 20 2 5 30 T ime (Minutes) --Pre-Develo pme nt Hyd rog raph -T o ta l Post-Dev e lo p m e nt Hy drograp h A -2 8 Flow M odel -BASIN 2 Inflo w/Outflo w S imulat ion 100-Year Storm Event 4.00 -"C c: 0 (.J Q) VJ ... Q) a.. .... Q) Q) 3 .00 LL (.J :c :I (.) -~ 0 ;::: .... :I 0 2.00 0 5 10 15 20 2 5 30 T ime (Minutes) --Pr e -Deve lo pment Hyd rog ra ph -To ta l Po s t -Devel op me nt Hydr og raph Flow M odel -BASIN 2 A -2 9 BASIN 3 FLOW MODEL U-HAUL -Lot BB Lakeview Acres Resubdivison, College Station , TX l!~1~1~111 1~1 r1~1~~Jglm111: 1:H11:1:1111111···~ n e@~fi :§tP:rm vv •~~r B.AnP:ff J.§ 1~1.J.o a:r Tributary Area ("A"): 0.71 Pervious Area: Impervious Area : Acres 0.71 0.00 Acres Acres Run -Off Coefficient ("Cwt"): 0.40 Time Of Concentration ("T/c "): Total Travel T ime : Hourly Intensity Rates ("I "): 5 -Year : 7 .70 10-Year : 8 .92 25-Year: 9 .92 50-Year: 11 .07 100-Year: 11 .61 Peak Discharge Rate ("0"): 5 -Year : 2.19 1 0-Year : 2 .5 3 25 -Year : 2 .82 50-Year : 3 .14 100-Year : 3.30 B - 1 c = 0.40 c = 0 .98 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Fee t I Second Cubic Fee t I Second Cubic Feet I Second Cubic Feet I Second / Flow Model -BASIN 3 a~ti!'.m~f~g i!9i.l.iilivi.t9P:,m.~nt : : :::: : ::::::: : ?::: ftg~K §IPt m i ~1~t 1.§n~tf tg g~$i ~ ~ ·: : :::: { Tributary Area ("A "): 0 .71 Acres Pervious Area: 0.00 Acres c = 0.40 c = 0.98 Impervious Area : 0 .71 Acres Run -Off Coefficient ("Cwt"): 0 .98 Time Of Concentration ("T/c"): 10 Min utes (Min) Hourly Intensity Rates ("I "): 5-Year: 7.70 Inc hes I Hour 10-Year: 8.92 Inches I Ho u r 25 -Year : 9 .92 Inches I Hour 50-Year : 11 .07 Inches I Hour 100-Year : 11 .61 Inc hes I Ho ur Peak Discharge Rate ("0"): 5 -Year : 5 .36 Cu b ic Feet I Second 10-Year : 6.20 Cubic Feet I Second 25-Year: 6.90 Cubic Feet I Second / 50-Year : 7 .70 Cubic Feet I Second 100-Year: 8.07 Cubic Feet I Second Predevelopment Post-Developme nt Increase 5-Year : 10-Year: 25 -Year : 50-Year: 100-Year: 5-Year : 10-Year: 25-Year : 50-Year: 100-Year: 2. 19 Ft3 /sec 2.53 Ft3/sec 2.82 Ft3 /sec 3.14 Ft3/sec 3.30 Ft3 /sec 3 .17 Ft3/sec x (30 Min. 3.67 Ft3/sec x (30 Mi n . 4 .08 Ft3/sec x (30 Min. 4 .55 Ft3/sec x (30 Mi n . 4 . 77 Ft3/sec x (30 Mi n . x 60 x 60 x 60 x 60 x 60 5.36 Ft3/sec 6.20 Ft3/sec 6.90 Ft3 /sec 7. 70 Ft3/sec 8.07 Ft3/sec Sec . I 2 Sec . I 2 Sec. I 2 Se c . 2 Se c . 2 3.17 Ft3 /sec 3.67 Ft3 /sec 4.08 Ft3 /sec 4 .55 Ft3 /sec 4 . 77 Ft3 /sec 2,851 Cubic 3,301 Cubic 3,672 Cubic 4,098 Cubic 4 ,295 Cubic Feet Feet Feet Feet Feet Flow Model -BASIN 3 B -2 m~t@rm~n@ mii1 if.f:@viJP:P.m.~11 ~~F'.ri@t BJ.P:i]~ , . ? t 1;iji sl or oo r1111 r B.ttn111 · : : : r : = Tributary Area ("A"): 0.00 Pervious Area : Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0.40 0 .00 0 .00 Acres Acres 10 Minutes (Min) 5-Year : 7 .69 10-Year: 8 .63 25-Year: 9.86 50-Year: 11 .1 5 100-Year: 11.64 5-Year: 0.00 10-Year: 0 .00 25-Year: 0.00 50-Year: 0.00 100-Year: 0.00 B-3 * All Runoff in this area is collected by the basin c = 0.40 c = 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Flow Model -BASIN 3 a@t.ltm~n@ 19.:iiiEv#,P:P.m@ni : : . =: , : E'll lfit.& ·-1;t.~fitibh i.i$~fi a t · ' · . Tributary Area ("A"): 0 .71 Acres Pervious Area : 0.00 Acres c = 0.40 Impervious Area : 0.71 Acres c = 0.98 Run-Off Coefficient ("Cwt"): 0 .98 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 5-Year: 7.69 Inches I Hour 10-Year: 8 .63 Inches I Hour 25-Year: 9 .86 Inches I Hour 50-Year : 11 .1 5 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q "): 5-Year : 5 .35 Cubic Feet I Second 10-Year: 6 .00 Cubic Feet I Second 25 -Year: 6 .86 Cubic Feet I Second 50-Year: 7 .75 Cubic Feet I Second I 100-Year : 8 .09 Cubic Feet I Second Flow Model -BASIN 3 8-4 Pre-Development -Basin 3 Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 5-Year 10-Year 25 -Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm 0 0 .00 0 .00 0 .00 0 .00 0.00 1 0 .22 0.25 0.28 0 .31 0.33 2 0.44 0.51 0.56 0 .63 0.66 3 0 .66 0.76 0.85 0.94 0 .99 4 0 .88 1.01 1.13 1.26 1 .32 5 1 .09 1 .27 1 .41 1 .57 1 .65 6 1 .31 1 .52 1.69 1.89 1 .98 7 1.53 1.77 1.97 2 .20 2.3 1 8 1 .75 2 .03 2.25 2 .52 2 .64 9 1.97 2.28 2.54 2.83 2.97 Peak => 11 2.08 2 .41 2.68 2.99 3 .13 12 1.97 2.28 2.54 2.83 2.97 13 1.86 2 .15 2 .40 2 .67 2 .80 14 1 .75 2.03 2 .25 2.52 2 .64 15 1.64 1.90 2.11 2.36 2 .47 16 1.53 1.77 1.97 2.20 2 .3 1 17 1.42 1 .65 1 .83 2 .04 2.1 4 18 1 .31 1 .52 1 .69 1.89 1 .98 19 1.20 1.39 1.55 1.73 1 .81 20 1 .09 1 .27 1 .41 1 .57 1.65 21 0.98 1.14 1.27 1.42 1.48 22 0 .88 1 .01 1 .13 1 .26 1.32 23 0 .77 0 .89 0.99 1.10 1 .1 5 24 0 .66 0 .76 0 .85 0.94 0.99 25 0 .55 0 .63 0.70 0.79 0 .82 26 0.44 0 .51 0 .56 0.63 0 .66 27 0.33 0 .38 0.42 0.47 0.49 28 0.22 0 .25 0.28 0 .31 0.33 29 0.11 0.13 0.14 0.16 0 .16 30 0.00 0.00 0.00 0 .00 0.00 B -5 Flow Model -BASIN 3 Post -D evelop ment -Basin 3 Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm 0 0.00 0 .00 0 .00 0 .00 0 .00 1 0 .54 0.62 0.69 0.77 0.81 2 1.07 1 .24 1 .38 1.54 1 .61 3 1 .61 1.86 2.07 2.31 2.42 4 2.14 2.48 2.76 3.08 3.23 5 2.68 3.10 3.45 3 .85 4.03 6 3.21 3.72 4 .14 4.62 4.84 7 3.75 4.34 4.83 5 .39 5 .65 8 4.28 4.96 5.52 6 .16 6.46 9 4.82 5.58 6.21 6.93 7 .26 Peak => 11 5.09 5 .89 6 .55 7.31 7.67 12 4.82 5.58 6.21 6 .93 7.26 13 4 .55 5 .27 5.86 6 .54 6 .86 14 4 .28 4.96 5.52 6 .16 6.46 15 4 .02 4 .65 5.17 5 .77 6.05 16 3.75 4.34 4 .83 5.39 5.65 17 3.48 4.03 4.48 5 .00 5 .24 18 3 .21 3.72 4.14 4.62 4.84 19 2 .95 3.41 3.79 4.23 4.44 20 2.68 3.10 3.45 3.85 4 .03 21 2.41 2.79 3 .10 3.46 3.63 22 2 .14 2.48 2.76 3 .08 3 .23 23 1 .87 2.17 2.41 2.69 2.82 24 1 .61 1 .86 2.07 2 .31 2.42 25 1 .34 1 .55 1.72 1.92 2.02 26 1.07 1.24 1 .38 1 .54 1.61 27 0 .80 0.93 1.03 1 .1 5 1.21 28 0.54 0.62 0 .69 0.77 0.81 29 0 .27 0.31 0 .34 0 .38 0.40 30 0 .00 0 .00 0.00 0.00 0.00 A-6 Flow Model -BASIN 3 Peak=> Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Time (Minutes) 5-Year Storm 10-Year Storm 25-Year Storm 50-Year 1 00-Year Storm Storm 0 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 :r =: 1:q::::1::::r@::dP~PP : :: Pl.PP: : :::::::::::::::::g::QQ]::::·:[' . !])~pp : : : .. : :QM¥\F 11 0.00 0.00 0.00 0.00 0.00 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8-7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flow Model -BASIN 3 Peak => Post-Development Flow Routed Through Detention Basin 3 Inflow Hydrograph Ordinates Time (Minutes) (Cubic Feet per Second) 5-Year Storm 10-Year Storm 25-Year Storm 50-Year 100-Year Storm Storm 0 0.00 0.00 0.00 0.00 0 .00 1 0.53 0.60 0.69 0.78 0.81 2 1.07 1.20 1.37 1.55 1.62 3 1.60 1 .80 2 .06 2 .33 2.43 4 2.14 2.40 2.74 3.10 3.24 5 2.67 3 .00 3.43 3 .88 4.05 6 3.21 3 .60 4 .11 4 .65 4 .86 7 3.74 4.20 4.80 5.43 5 .66 8 4.28 4 .80 5.48 6 .20 6 .47 9 4.81 5.40 6.17 6.98 7.28 • HX • •• • 5>S5.L. t.•.• .•.•.••.••.••.••. a.·:· ..••. ~.b..':.' .. O.:.' ...•.••.••. f • • ~MB.a • •••• • !i?i~f :=::::::: ·••.•.••.••.•a.'•.••.'•.(.b.:•••.9 .'•.••.••.••.::• .·.·.·.·.·.·.·.·.·.·.·.·.·.·•· ........................................... ·.·.·.·.·.·.··:·:·:·:·:·:·:·:·:-:·:·:-:-:-:···:······· ·.·.·.·.··:-:-:-:.:-:·:·:·:··-·.·.·.·.·. 11 5.08 5.70 6.51 7.36 7.69 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 4.81 4 .55 4 .28 4 .01 3 .74 3.48 3.21 2.94 2.67 2.41 2.14 1.87 1.60 1.34 1.07 0.80 0.53 0 .27 0.00 5.40 5.10 4.80 4 .50 4.20 3.90 3 .60 3.30 3.00 2.70 2.40 2.10 1.80 1 .50 1.20 0.90 0.60 0.30 0.00 B-8 6.17 5.83 5.48 5.14 4.80 4.46 4.11 3.77 3.43 3.09 2.74 2.40 2.06 1 . 71 1.37 1.03 0.69 0.34 0.00 6.98 7.28 6.59 6.88 6.20 6.47 5 .81 6 .07 5.43 5 .66 5 .04 5 .26 4.65 4 .86 4.26 4.45 3 .88 4.05 3.49 3.64 3.10 3.24 2.71 2.83 2.33 2.43 1.94 2 .02 1.55 1 .62 1.16 1.21 0.78 0.81 0.39 0.40 0.00 0.00 Flow Model -BASIN 3 6 .00 "O 5 .00 c: 0 (.) Q) Cl) ... 4 .00 Q) a.. .... Q) Q) u.. 3 .00 (.) :c :::I (.) Q) 2 .00 ~ "' .c: (.) en 1.00 i5 0 .00 0 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5 -Year Storm Event 5 1 0 15 2 0 25 T ime (Minu t es) --Pre-Develo pment Hydrograph -Post-Development Outflow Hydr ograph With out Detention 3 0 8 -9 Flow Model -BAS IN 3 7.00 "C 6.00 c: 0 (.) Q) en 5.00 .... Q) a.. ..... 4.00 Q) Q) u. (.) :c 3.00 :s (...) Q) 2.00 ~ (ti ..c: (.) Vl 1.00 0 0.00 0 7.00 "C 6.00 c: 0 (.) Q) en 5 .00 .... Q) a.. ..... 4 .00 Q) Q) u. (.) :c 3.00 :s (...) Q) 2.00 ~ (ti ..c: (.) Vl 1 .00 0 0 .00 0 Tota l Pre -Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 10-Y ear Storm Event 5 10 15 2 0 25 T ime (Minutes ) --Pre-Development Hydrograph -Post-Development Outflow Hydrograp h Without Dete ntion Total Pre -Development Vs. Total Post -Development (No Detention) Peak Discharge Rates 25-Y ear Storm Event 5 10 15 2 0 25 T ime (Mi nut es ) 3 0 3 0 --Pre-Deve lopment Hydrograph -Post-Development Ou tflow Hydrograph Without Detention Flow Mode l -BA SI N 3 B -10 8 .00 "C c: 7 .00 0 (.J Q) 6 .00 Cl) Q; a.. 5.00 .... Q) Q) LL 4 .00 tJ :.0 ::I 3.00 (.) Q) ~ 2 .00 ltl ~ (.J Ill 1.00 i5 0.00 0 9.00 "C 8 .00 c: 0 (.J Q) 7.00 Cl) .... Q) 6 .00 a.. .... Q) 5 .00 Q) LL (.J 4.00 :.0 ::I (.) 3.00 Q) ~ 2 .0 0 ltl ~ (.J 1.0 0 Ill i5 0 .0 0 Total Pre -Development Vs . Tot al Post-Development (No Detenti on ) Peak Discharge Rates 50-Year Storm Event 5 10 1 5 20 25 Time (Minutes) --Pre-Deve lopment Hyd rogra ph -Post-Deve lo pment Outfl o w Hydrog raph Without Dete nti on Total Pre -Development Vs . Total Post -Development (No Detenti on) Peak Discharge Rates 100-Year St orm Event 0 5 10 1 5 2 0 25 Time (Minutes) --Pr e-Dev e lopm ent Hydrograph -Post-Dev e lop m ent Outflow Hydr ograph W it h o ut Detention 30 30 Flo w M ode l -BA SI N 3 B -11 0 .9 0 0.80 0 .70 0 .60 -;:: 0.50 Cl) Cl) u. ..c: ..... Q. Cl) 0 .40 0 0.3 0 0.20 0.1 0 0 .00 0 Elevation 274 .25 274.42 274 .50 274 .58 274 .83 275 .08 Depth (Feet) 0 .00 0 .17 0.25 0 .33 0.58 0.83 Detention Pond Depth Vs. Volume Volume (Ft3) 0 72 2 19 413 1,620 3,425 ~ I/ V" ,/ / / / / / / v I ( 500 1,000 1,500 2,000 2,500 3,000 3 ,500 Detention Pond Volume (Cubic Feet) Flow Model -BASIN 3 B -12 -;: cu cu LI.. ..r:: ... 0. cu 0 0 .90 0 .80 0 .7 0 0 .60 0.50 0 .4 0 0 .30 Elevation 274 .25 274.42 274 .50 274.58 274 .83 275 .08 Depth (Feet) 0 .00 0 .17 0.25 0.33 0.58 0.83 Weir Length(L): Discharge Ft3/Sec 0 .00 0 .38 0.68 1 .03 2 .39 4.10 / 1.81 Rating Curve For Outlet Control Structure Depth Vs. Volume ...- / v / , .V ~ / ~ / / ,, I 0 .20 0 .10 I 0.00 0 .00 0 .50 1.00 1 .50 2.00 2 .50 3.00 Discharge (Cubic Feet Per Second) B -13 3 .50 4.00 4 .50 Flow Model -BASIN 3 Depth Storage Discharge 2s/t 2s/t + 0 (Feet) (Ft3) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 .00 0 0 .00 0.00 0 .00 0 .17 72 0.38 2.40 2.78 0.25 219 0 .68 7.30 7.98 0.33 413 1 .03 13.77 14.79 0 .58 1 ,620 2 .39 54 .00 56.39 0 .83 3,425 4 .10 114.17 118.26 Storage Indication Curve "C 3 .00 c: 0 u Q) rn .. Q) a.. .... 2 .50 Q) Q) u. u :.c :I 2 .00 () Q) Ol .. (0 ~ u VI 1 .50 i5 o .oo.,....~~~~+-~~~~-+-~~~~-+~~~~-+~~~~-+~~~~--1 0 .00 20 .00 40 .00 60.00 80 .00 100.00 120.00 2s/t + 0 (Cubic Feet Per Second) Flow Model -BASIN 3 B -14 Inflow I Outflow Simulation 5-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 274.25 0.00 1 0.53 0.53 0.39 0.53 0.07 0.06 274.31 0.71 2 1.07 1.60 1.45 1.99 0.27 0.14 274.39 1.11 3 1.60 2.67 3.21 4.12 0.46 0.19 274.44 1.32 4 2.14 3.74 5.72 6.95 0.62 0.24 274.49 1.46 5 2.67 4.81 8.91 10.53 0.81 0.28 274.53 1.59 6 3.21 5.88 12.74 14.80 1.03 0.33 274.58 1.72 7 3.74 6.95 17.32 19.69 1.19 0.36 274.61 1.81 8 4.28 8.02 22.59 25.34 1.37 0.40 274.65 1.90 9 4.81 9.09 28.52 31.69 1.58 0.44 274.69 1.99 10 5.35 10.16 35.06 38.68 1.81 0.48 274.73 2.08 11 5.08 10.43 41.42 45.49 2.04 0.52 274.77 2.16 12 4.81 9.89 46.86 51.31 2.23 0.55 274.80 2.23 13 4.55 9.36 51.44 56.22 2.39 0.58 274.83 2.28 14 4.28 8.82 55.27 60.27 2.50 0.60 274.85 2.32 15 4.01 8.29 58.38 63.56 2.59 0.61 274.86 2.35 16 3.74 7.75 60.81 66.13 2.66 0.62 274.87 2.37 17 3.48 7.22 62.60 68.03 2.71 0.63 274.88 2.38 18 3.21 6.69 63.79 69.29 2.75 0.64 274.89 2.39 19 2.94 6.15 64.41 69.94 2.77 0.64 274.89 2.40 20 2.67 5.62 64.49 70.02 2.77 0.64 274.89 2.40 21 2.41 5.08 64.06 69.57 2.76 0.64 274.89 2.39 22 2.14 4.55 63.14 68.60 2.73 0.63 274.88 2.39 23 1.87 4.01 61.78 67.15 2.69 0.63 274.88 2.38 24 1.60 3.48 59.98 65.25 2.64 0.62 274.87 2.36 25 1.34 2.94 57.77 62.92 2.57 0.61 274.86 2.34 26 1.07 2.41 55.18 60.18 2.50 0.60 274.85 2.32 27 0.80 1.87 52.23 57.06 2.41 0.58 274.83 2.29 28 0.53 1.34 48.97 53.57 2.30 0.56 274.81 2.25 29 0.27 0.80 45.42 49.77 2.18 0.54 274.79 2.21 30 0.00 0.27 41.60 45.69 2.04 0.52 274.77 2.17 B -15 Flow Model -BASIN 3 Inflow/Outflow Simulat ion 5 -Year Storm Even t 4.00 "C t: 0 u Q) CJ) .... Q) a.. ... Q) Q) 3.00 LL u ::c ::::J () 3: 0 ;:;:: ... ::::J 0 2.00 0 5 I • I • I I • I • • I I • I I I I • ---Pre-Development Hydrograph Post-Development Outflow With Detention I ' ' ' ' 1 0 ' ' ' ' ' ' ' 1 5 ' ' ' ' Time (Minutes) ' ' ' ' ' 2 0 25 30 - - -Post-Development Outflow Hydrograph Without Detention -- - - --Post-Developme nt "Free-Flow" Flow Model -BAS I N 3 8 -1 6 Inflow I Outflow Simulation 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 274.25 0.00 0.60 0.60 0.44 0.60 0.08 0.06 274.31 0.74 2 1.20 1.80 1.63 2.24 0.31 0.15 274.40 1.15 3 1.80 3.00 3.66 4.63 0.49 0.20 274.45 1.34 4 2.40 4.20 6.52 7.86 0.67 0.25 274.50 1.49 5 3.00 5.40 10.16 11.92 0.88 0.30 274.55 1.64 6 3.60 6.60 14.58 16.76 1.09 0.34 274.59 1.76 7 4.20 7.80 19.83 22.38 1.28 0.38 274.63 1.85 8 4.80 9.00 25.86 28.84 1.49 0.42 274.67 1.95 9 5.40 10.20 32.61 36.06 1.73 0.47 274.72 2.05 10 6.00 11.41 40.04 44.02 1.99 0.51 274.76 2.15 11 5.70 11.71 47.27 51.75 2.24 0.56 274.81 2.24 12 5.40 11.11 53.48 58.37 2.45 0.59 274.84 2.30 13 5.10 10.51 58.78 63.98 2.60 0.61 274.86 2.35 14 4.80 9.90 63.22 68.68 2.73 0.63 274.88 2.39 15 4.50 9.30 66.85 72.53 2.84 0.65 274.90 2.42 16 4.20 8.70 69.71 75.55 2.92 0.66 274.91 2.44 17 3.90 8.10 71.85 77.82 2.98 0.67 274.92 2.46 18 3.60 7.50 73.30 79.35 3.03 0.68 274.93 2.47 19 3.30 6.90 74.11 80.21 3.05 0.68 274.93 2.48 20 3.00 6.30 74.30 80.41 3.05 0.68 274.93 2.48 21 2.70 5.70 73.92 80.01 3.04 0.68 274.93 2.48 22 2.40 5.10 72.99 79.02 3.02 0.68 274.93 2.47 23 2.10 4.50 71.54 77.49 2.97 0.67 274.92 2.46 24 1.80 3.90 69.61 75.44 2.92 0.66 274.91 2.44 25 1.50 3.30 67.21 72.91 2.85 0.65 274.90 2.42 26 1.20 2.70 64.38 69.92 2.77 0.64 274.89 2.40 27 0.90 2.10 61.14 66.49 2.67 0.62 274.87 2.37 28 0.60 1.50 57.51 62.64 2.57 0.61 274.86 2.34 29 0.30 0.90 53.52 58.41 2.45 0.59 274.84 2.30 30 0.00 0.30 49.20 53.82 2.31 0.57 274.82 2.26 Flow Model -BASIN 3 B -17 "O t: 0 u Q) CJ) ... Q) c.. ... Q) Q) LL u :c :::i (.) s: 0 ;;:: ... :::i 0 0 Inflow/Outflow Simulation 10-Year Storm Event , • , , , 5 ' • ' • ' • ' • ' , ' ' , , ' , ' , ' , ' ' ' ' ' ' 10 15 20 Time (Minutes) ---Pre-Dev e lo pm e nt Hydr og ra ph Post-Dev e lo pme nt Ou t fl ow Hydrog rap h Wit ho ut Dete ntion Post-Development Ou tflow With Detention -- -- - - Post-Dev e lopment "Fr ee-Flo w " 25 30 B -18 Flow Model -BASIN 3 Inflow I Outflow Simulation 25-Year Storm Event Time Inflow 11+ 12 2slt-O 2slt+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 274.25 0.00 1 0.69 0.69 0.50 0.69 0.09 0.07 274.32 0.78 2 1.37 2.06 1.86 2.56 0.35 0.16 274.41 1.20 3 2.06 3.43 4.24 5.28 0.52 0.21 274.46 1.38 4 2.74 4.80 7.57 9.04 0.73 0.26 274.51 1.54 5 3.43 6.17 11.80 13.74 0.97 0.32 274.57 1.69 6 4.11 7.54 16.99 19.34 1.18 0.36 274.61 1.80 7 4.80 8.91 23.12 25.90 1.39 0.40 274.65 1.91 8 5.48 10.28 30.12 33.40 1.64 0.45 274.70 2.01 9 6.17 11.66 37.95 41.78 1.91 0.50 274.75 2.12 10 6.86 13.03 46.55 50.98 2.22 0.55 274.80 2.23 11 6.51 13.37 54.94 59.92 2.49 0.60 274.85 2.32 12 6.17 12.68 62.21 67.62 2.70 0.63 274.88 2.38 13 5.83 12.00 68.44 74.21 2.88 0.66 274.91 2.43 14 5.48 11.31 73.68 79.76 3.04 0.68 274.93 2.47 15 5.14 10.63 77.99 84.31 3.16 0.70 274.95 2.51 16 4.80 9.94 81.40 87.93 3.26 0.71 274.96 2.53 17 4.46 9.26 83.99 90.66 3.34 0.72 274.97 2.55 18 4.11 8.57 85.78 92.56 3.39 0.73 274.98 2.57 19 3.77 7.88 86.82 93.66 3.42 0.74 274.99 2.57 20 3.43 7.20 87.16 94.02 3.43 0.74 274.99 2.58 21 3.09 6.51 86.84 93.68 3.42 0.74 274.99 2.57 22 2.74 5.83 85.88 92.66 3.39 0.73 274.98 2.57 23 2.40 5.14 84.33 91.02 3.35 0.73 274.98 2.55 24 2.06 4.46 82.21 88.79 3.29 0.72 274.97 2.54 25 1. 71 3.77 79.57 85.99 3.21 0.71 274.96 2.52 26 1.37 3.09 76.42 82.65 3.12 0.69 274.94 2.49 27 1.03 2.40 72.80 78.82 3.01 0.68 274.93 2.47 28 0.69 1.71 68.73 74.51 2.89 0.66 274.91 2.43 29 0.34 1.03 64.24 69.76 2.76 0.64 274.89 2.40 30 0.00 0.34 59.34 64.58 2.62 0.62 274.87 2.35 B -19 Flow Model -BASIN 3 Inflow/Outflow Simulation 25 -Year Storm Event ... Q) Q) LL. (,,) I I I I I I • I I I I I ' I ' ' ' ' ' .. ' ... ... ' ::.0 :::J u 3.00,--~~~--:--+~~~~~t-~~~~-+-~~~~--t~.::...._~~~+-~ ...... :--~--l ~ 0 ;;:::: ... :::J 0 0 5 Pre -Developm ent Hydr ogra ph ---Post-Devel opment Outfl o w With Detention 10 15 20 25 30 Time (Minutes) • • • Post -Dev e lop m e nt Outfl o w Hyd rogra ph With o ut Detention - -- - --Post-Develop m e nt "Fr ee -Fl~ro':..V Model _ BASIN 3 B -20 Inflow I Outflow Simulation 50-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 274.25 0.00 1 0.78 0.78 0.56 0.78 0.11 0.07 274.32 0.81 2 1.55 2.33 2.12 2.89 0.39 0.17 274.42 1.24 3 2.33 3.88 4.86 5.99 0.56 0.22 274.47 1.41 4 3.10 5.43 8.70 10.29 0.80 0.28 274.53 1.58 5 3.88 6.98 13.56 15.67 1.06 0.34 274.59 1.74 6 4.65 8.53 19.55 22.09 1.27 0.38 274.63 1.85 7 5.43 10.08 26.60 29.63 1.51 0.43 274.68 1.96 8 6.20 11.63 34.63 38.22 1.80 0.48 274.73 2.08 9 6.98 13.18 43.58 47.81 2.11 0.53 274.78 2.19 10 7.75 14.73 53.42 58.31 2.45 0.59 274.84 2.30 11 7.36 15.11 63.07 68.53 2.73 0.63 274.88 2.39 12 6.98 14.34 71.47 77.41 2.97 0.67 274.92 2.46 13 6.59 13.56 78.67 85.03 3.18 0.70 274.95 2.51 14 6.20 12.79 84.74 91.46 3.36 0.73 274.98 2.56 15 5.81 12.01 89.74 96.75 3.50 0.75 275.00 2.59 16 5.43 11.24 93.74 100.98 3.62 0.76 275.01 2.62 17 5.04 10.46 96.78 104.20 3.71 0.78 275.03 2.64 18 4.65 9.69 98.92 106.47 3.77 0.79 275.04 2.66 19 4.26 8.91 100.22 107.84 3.81 0.79 275.04 2.67 20 3.88 8.14 100.71 108.35 3.82 0.79 275.04 2.67 21 3.49 7.36 100.44 108.07 3.82 0.79 275.04 2.67 22 3.10 6.59 99.45 107.02 3.79 0.79 275.04 2.66 23 2.71 5.81 97.78 105.26 3.74 0.78 275.03 2.65 24 2.33 5.04 95.48 102.82 3.67 0.77 275.02 2.64 25 1.94 4.26 92.57 99.74 3.59 0.76 275.01 2.61 26 1.55 3.49 89.08 96.05 3.49 0.75 275.00 2.59 27 1.16 2.71 85.06 91.80 3.37 0.73 274.98 2.56 28 0.78 1.94 80.53 87.00 3.24 0.71 274.96 2.53 29 0.39 1.16 75.51 81.69 3.09 0.69 274.94 2.49 30 0.00 0.39 70.04 75.90 2.93 0.66 274.91 2.44 B -21 Flow Model -BASIN 3 Inflow/Outflow Simulation 50-Year Storm Event "t:l c: 0 I I I I ' I I I I ' ' ' ' ' ' ' ' ' ~ 5 .00 ....... ~~~~~-1-~---~~~~+--~~~~~+-~---.__~~-+-~~~~~~1--~~~~-----l en ... cu a.. I I I ' ' ' ' ... cu ~ 4 .00-r---------+.- 1 ------+-------+------'-r-1---------1f--------< (..) ::.c :I u 3: 0 3 .00-r-~~~---.~-t-~~~~-F-f----O'~~~~--t~~~~~-+~~---~~-+-~~~~~ ~ :I 0 0 5 ---Pr e-Development Hydrograph ---Post-Dev e lo pme nt Outflow With Detention 10 15 20 25 30 Time (Minutes) - - -Post-Deve lo pment Outflow Hydr o graph With ou t Detenti o n - - - ---Post-Development "Fr ee-Fl~rc,':..V Model _ BASIN 3 B -22 Inflow I Outflow Simulation 100-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 274.25 0.00 1 0 .81 0 .81 0 .59 0 .81 0.11 0 .07 274 .32 0.82 2 1.62 2.43 2.23 3 .02 0 .39 0.17 274.42 1.25 3 2.43 4.05 5.12 6.27 0.58 0.23 274 .48 1.42 4 3 .24 5.66 9.14 10.78 0.82 0.28 274 .53 1.60 5 4.05 7.28 14.26 16.42 1.08 0 .34 274.59 1.75 6 4 .86 8 .90 20.56 23 .16 1.30 0 .39 274 .64 1.87 7 5 .66 10 .52 27 .95 31 .08 1.56 0 .44 274.69 1.98 8 6.47 12 .14 36.37 40.09 1.86 0.49 274.74 2.10 9 7.28 13.76 45.76 50 .13 2.19 0 .55 274.80 2.22 10 8.09 15.37 56 .08 61 .13 2.52 0 .60 274.85 2.33 11 7.69 15 .78 66 .22 71 .86 2.82 0 .65 274.90 2.41 12 7 .28 14.97 75 .04 81 .19 3 .08 0 .69 274.94 2.48 13 6 .88 14.16 82 .61 89 .20 3.30 0 .72 274.97 2.54 14 6.47 13 .35 88 .99 95.96 3.48 0.74 274.99 2.59 15 6.07 12 .54 94.26 101 .54 3.64 0.77 275 .02 2.63 16 5.66 11 .73 98 .48 106.00 3.76 0 .78 275 .03 2.66 17 5.26 10.92 101 .70 109.40 3.85 0.80 275 .05 2.68 18 4.86 10.11 103.97 111.81 3.92 0.81 275 .06 2.69 19 4.45 9.31 105.36 113 .28 3.96 0.81 275.06 2.70 20 4.05 8.50 105.90 113.86 3.98 0.81 275.06 2.71 21 3.64 7.69 105.66 113.59 3 .97 0.81 275.06 2.70 22 3.24 6.88 104.65 112 .53 3 .94 0 .81 275.06 2.70 23 2.83 6.0 7 102 .95 110.72 3 .89 0 .80 275.05 2.69 24 2.43 5.26 100.57 108 .20 3.82 0 .79 275.04 2.67 25 2.02 4.45 97.55 105.02 3.73 0 .78 275.03 2.65 26 1.62 3.64 93 .94 101 .19 3.63 0 .77 275.02 2.62 27 1.21 2.83 89 .76 96 .77 3.51 0 .75 275.00 2 .59 28 0 .81 2.02 85.05 91 .78 3 .37 0.73 274.98 2.56 29 0.40 1.21 79 .83 86 .26 3.22 0 .71 274.96 2.52 30 0 .00 0.40 74.14 80.24 3.05 0.68 274.93 2.48 B -23 Flow Model -BASIN 3 Inflow/Outflow Simulation 100-Year Storm Event I " I .. I I "t:I § 6 .00 ..-------+----1---+-------'f..--------+-------+-----___..j U I Q) (J) .... I .. ... Q) c.. 5.00-r-~~~~~-+~-1~~~~-t-~~~~~-+~~~.--~--if--~~~~~+-~~~~~~ .... Q) Q) u.. u I I I ... ' .. :c ~ 4 .oo,--~~~~--7(-~~~~-t~~~~--i~--::::::;;;;;jiiiiiiii.-fi---iiiiiiiiiiO;::::~-t-~~~-----i u 0 5 10 15 20 Time (Minutes) ---Pr e-Dev e lopme nt Hyd rograp h Post-Development Ou tflow Hydro graph Without Detentio n Post-Development Outfl ow With Detention -- --• ·Post-Developme nt "Free-Flow" 25 30 Flow Model -BASIN 3 B -24 Inflow/Outflow Simulation 5-Year Storm Event "t:I 2.00 c: 0 (J Q) rJ) ... cu a.. ... cu cu 1.50 LL (J :c :J () 3: 0 ;;:: ... :J 1 .00 0 0.00-f&-~~~~-+-~~~~-+-~~~~-+-~~~~-+-~~~~ ....... ~~~~ 0 5 10 15 20 25 30 Time (Minutes) --Pr e-Development Hydrograph -Total Post-Development Hydrograph Flow Model -BASIN 3 8 -25 Inflow/Outflow Simulation 10-Year Storm Event 2.50 "C c: 0 (,,) Q) Cf) ... 2 .00 Q) a.. ... Q) Q) LL (,,) :0 ::I 1 .50 u ~ 0 ~ ... ::I 0 1.00 0 5 10 15 20 25 30 Time (Minutes) --Pre-Development Hydrograph -Total Po st-Developm ent Hydrograph Flow Model -BASIN 3 B -26 Inflow/Outflow Simulat ion 25 -Year Storm Event 2.50 "O c: 0 (.) Q) en ... 2.00 Q) a.. ... Q) Q) LL (.) ::c :::::i 1.50 u ~ 0 ;;::: ... :::::i 0 1.00 0 5 10 15 20 25 30 T ime (Minutes) --Pre -Development Hydrograph -Total Post-Development Hyd rog raph Flo w Model -BASI N 3 A - 2 7 Inflow/Outflow Simulation 50-Year Storm Event 1:1 2 .50 c: 0 (.J Cl) CJ) ... Cl) a.. .... Cl) Cl) 2.00 u. (.J ::0 :I (.) := 0 ;;:::: .... :I 1.50 0 0 5 10 15 20 25 30 Time (Minutes) --Pr e-Dev e lo pm e nt Hyd rog rap h -To t a l Post-Dev e lo pm e nt Hydr ogr a ph B -28 Flow Model -BAS IN 3 Inflow/Outflow Simulation 100-Year Storm Event 3.00 " c 0 (.) 2.50 Q) (f) ... Q) c.. ... Q) Q) 2.00 u.. (.) :c :J (.) ~ 1.50 0 :;:: ... :J 0 1.00 0 5 10 15 20 25 30 Time (Minutes) --Pre-Development Hydrograph -Total Post-Development Hydrograph Flow Model -BASIN 3 B -29 ADDITIONAL CALCULATIONS U-HAUL -Lot BB Lakeview Acres Resubdivison, College Station , TX Capacity Calculations WEIR SIZING FOR PONDS 2 & 3: Assumptions 1. Q IN (POND 1) = Q OUT (POND 1) 2. QIN (POND 1) = Q OUT (POND 2) + Q OUT (POND 3) 3. ALL FLOW FROM PONDS 2 & 3 = > GOES TO POND 1 4. POND 1 • 10.50 cfs Discharged at 100-year Condition • 4.50 ft Weir 5. Therefore, FLOW FROM PONDS 2 & 3 => 10.50 cfs VOLUME BREAKDOWN: POND 2 -61 % => 6.4 CFS POND 3 -39 % => 4.1 CFS POND2 POND3 FL out = 272 .97 ft FL out = 274.25 ft O" 272.97 0 ti 274.25 2" 0.17 273.14 2" 0.17 274.42 3" 0.25 273.22 3" 0.25 274.50 4" 0.33 273.30 4" 0.33 274.58 7" 0.58 273.55 7" 0.58 274.83 10" 0.83 273.80 10" 0.83 275.08 U-HAUL -Lot BB Lakeview Acres Resubdivison, College Station , Brazos County, TX __________ W_E .. _L'fil. ___ ~ \ "2..\_~ \:;.z __ _ --·-·------·-·----~· -------------------------------------~~ ---~ -== C.. _l:--_\-\. _3>_J ~ _ ~-~-------_w~ ___ 5--__ 3 ,_DQ _____ ~~---~ _ ____ -___ -__ -__ ---\....--! _ ____.J ___ I _H --- --·~--~~-- L -· ------------------------ -----· ... ----. ----------------- _________ .B~-~--~~_¥~_-:----l"-'\.~'!_'.__-!-\~\'~1--=-r j _Q _'I _______ _ ----··--· -----------· ---------------------·· . .n~~~l\_ ____ ----~- . ___ \a . tY\. ck...t. c:; -= 7 _____ o _._8 3 _3 _____ _______ _ _ __ _ __ . --------, _\· .C. ---R -::== ___ -4 :_ ':l _c~ ~ [-z.. 1--\--------1 _______ _) ""t~ ~\ : __ L= '-'·Li ~_o.'6~s .) -----J _-=:_2 _._B _o __ -i7 z..g2- ~ ._ 0 -- --.. ·---. -----------.. . __ \~ C-'(-= L-{.l __ [<"-~---------~l~-=i ·:....:r ·-------------, - ____ L = L.\-. \ lo.6'3-:o;,) j ?' ____ J __ !_~c ---~--l. ____ ~l -~. o _ - ~ \ \_\~ \ - Q \ lt'\I\. \ l OU.-\-) \..,. · L\ + 1-{ . \ -\ D · t=; ~S ~ \ l\Y\_) -Q, ~~ -=-\0.S" ~ ----m---8=-m t~ ·· ------------------------------------ I L. ~--_\. ~ \ ------------------------ ______ --~--~Ef._~--~P_A.LlT'/ A.S --~-C\..\A.~_r-..U_~:;L..._>_¥--__________ _ ~ 4 2/3 d-i_ -- ----------------------·-__ (.;( = -\ '._ ~-4 --4 _e. ---_$ ----------------------------· - _ . ,Q = . 1. L\-&c, l i<-12) \ _-_c;-_;><. __ ) 713 l -oou3) 11 2. Y\ ---------· _/ if__ x -= \ q -l '2.....) { )2/.3 ( -.) I /2 o. c:;-t+ \. . c;-\.· oo~ ~ -Y'-'2- q-l I l 4 · '3 ) l · c; i.\-7·-J( -'2.S {15 l . ~ G 3 l 1 /.,_ -. l --I -· l \ .c ~ 2-) l . '3 ~ 1 L -3 L . oo \.t -s ) \ _2. _ iC '/... -=-\. ~ ;~ 'i_ -:: \·'t Q =-~-'&~ Q -:: L{. oq c..Gs Q -= '3 . 0 q-:::. Yr l If A \ \ l::..X~ l B\-r LQ'"("AL Fl<-E.E FLOW tJoNO 3 2.so o...~ L~~ -'r<-C...~\.cvV ~ONO 2 l .+-l,,. ~ "'-Lr .o .+ ~-2-~ '2..l ll) ~ \ . "6 ;<.. 0. \..t 4-\. '3 'j.. 0 . I-\ +-2...5 'f.... \. ~5" 0.1 '!--\.\ l-k.) \ \ '2.... '"L '1 .'::> 11 '/..... \3.0 ll -? -7 \ 2... \ \PONO 3 l + 4-~ )( 3. \ + (.( ~ '-. c:;- 4-\. 0 'i. O.ti 2 3 \ \ o-il c+ 2... :0"2.. 0 . l ~ " , RETURNED NO REVIEW PERFORMED DUE TO INQ-OMPLETE PLANS- PLEASE .RESUBMIT WHEN . COMPLETE Thank you, City of College Station Engineering Division flow .a 11oi tiie.. au.om p ""~! 'J oPr'-s l k <'4S&ne:,,,i-f ,.., order--fo N.-v1'e.vv i·~e-d~in~'jc ~or/--ho /If. ?/~~· r ~ I I -(OJ'L---" '-i '·LC ~ \i~ ~ J v/U '--~1_ ( CcS ZCU~ C'gJ O'U cl L~~f s ~lu /J ih-- (Mif-;J co {\{L \~ C'-, cL \Cl;l il(u< c 0 (0)t v ~· is . ~~/·~-\ l/ l ~· ) ,1,-' l -.._ v ·~l ~ \_, ~ \() \ c(\_~~v~ G/1 u -1-k w; d J-e,r +h~ izP U {;. . . . t • .ti c.{ ~\J 1 ll ~ i)Jhu-e,. vJ ~kr 1: J O;,...) ; --, w kv f-'N-r-r--<>(t, ~ t\ "' ,JM k es,,vf . ~Cl OF COLLEGE STATION Engineering Division Vert>IJ' ca, (Y}s. Lt1c..5, ~r Cam e -/-~ 5r::-e me --1J.,·,, ,,..,P, ,.,;.'.) · :SJ.r: 511.J f/,,,f t'f 4'/lorv.;.} f/-/-/.y,,/ -/,, re )recJ tL,;. J;a,:.. vr I tl.e; w., , J ,,.,Q ;,,. 1 ;,,. "r"'""', 1e -1,, ,,.,.. .. ' tL. ~21 PP{) q $ .> 6 .. .tV.. ... tho £/tr. She: g.1)~/ ' { w,.f,r Ct>t/ I j t' ~'re ,J .,,d /.. () -// ,,,, ;; >A<-~fl' fi,,o ,,,,,,,/ I sa-,d' JP--7 ,-/ ~s-?,.,/ ?11/rr-•!.-f n .. , w«f f hw~ /(J.;.,J ;e vfr,w fJ e ~ /,,,, f + ;e.sv 1,.,,./. /.elf work w,'d . ti,,"' /.~ re-I f /,,,."' P/f ,.~.,,.,; ,, .. ,,; .. fkei r ;er!Y1) 15-s ve/ IU rv1 < £ ;, I}$ .·tt.e. can -Al/ I~ ~ ·;.-,, 'W""ent Laza Mane; Mod1 v 512-316-6806 ll'JJ3/18/96 Construction and Development U-Haul Jnt.emational , Inc ., Z7Z7 North Ph..me (800) 528-036 (1)4:54PM ~0=3""""_._,_.,......,,=-ooc=........_~'-""'\,,,.,.'~·...t...Llw7'-"'-'"~f.-U'""""·-'-""U<L.=I:"':-"'><..Uo~~~~8 3 /18/96 4:39 PM Mr. Lacsiter: U-Haul lnt'l will pay Mr. Gerald Lacsite1 the sum not to exceed US $23 ,000 for the draina2e solution for the U-Haul Project at Texas Avenue and FM 2818 in Colle2e Station. In return Mr. Gerald Lacsitcr will provide U-Haul the following : 1) An casement alon2 the North property line of L-Jt 8A2, Mr. Lacsitcr ' s property for our storm water draina2c . 2) Up size the pipe from'18" to ncxtsizc required for the calculation for the water from our site to be properly drained as pc! City of College Station/ State of Texas requirements and to our engineer's satisfaction . 3) Will provide and install the pipe and the construction in such a manner that U -H aul just has to tie-in at their property line . 4) The final casements and any lc2al paperwork for this will be r'rme as per requirements of the City of College Station/ State of Texas or U-Haul lnt'l requ;re ments and in a timely m anner. before U-Haul itcts the building permit. 5) U-haul will ;Jay the US ·:t ! ~,0-'.'!C ;>Iomptly l ftcr the ;Ji pc has been laid ad necessary tic-in' s left as required and to tl:;;; satisfaction c f uur eu;:i~:~crs Municipal De '.':!lopment Group and the City of Colle2e Station. · 6) This would be subject to the fact that this option will be okay with the City of College Station . This is due to the timing of this letter and the fact that we haven't got an approval from the City of College Station for this drainage plan . U-Haul will try and gen~rate a plan for this situation ASAP for the timely completion ~,f the project I sincerely believe that we can make this work. Thank you ManojModi D212 ~·" r Cl1~ o?ic~s~!?s!--LEG1~1~!~Te!~N ~ College Station, Texas 77842-9960 May15, 1996 Mr. Manoj Modi 10306 Morado Cove Suite 353 Austin, Texas 78759 (409) 764-3500 Re: Variance to Drainage Ordinance for Offsite Easement for U-Haul Dear Mr. Modi: We have reviewed the cost estimates put together by MDG for the offsite easements. They were as follows Lot9A Lot 10A $5,404.00 $6,720.00 As discussed, U-Haul would request a variance to acquire the offsite drainage easements and in lieu of, offer payment toward future acquistion of the same. Given that the ZBA granted the variance to U-Haul and U-Haul will not be required to acquire the easement at this time, the City is willing to accept $10,000.00 as payment toward the future acquisition of these easements to serve U-HAUL. I hope this has answered U-Haul's questions and concerns. Please feel free to call if you have any further concerns. cc: Greg Taggert, Municipal Development Group Shirley Volk, Building Coordi~ator Kent Laza, City Engineer Veronica Morgan, Assistant City Engineer Home of Texas A&M University LETTER OF TRANSMITT Engineering MUNICIPAL DEVELOPMENT GROUP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 69 3-5359 (409) 693-4243 fu:< Planning Surveying DATE: Sd"\.M'U.c S-1 l q3, Lt FROM: HOG Job No. :J..5~y REASON: 'd --HA tJ L WE ARE SENDING YOU: )J{ Attached D Under Separate Cover via----------the Following Items: D Shop Drawings D Copy of Letter D Specifications D Change Order D Plans D Samples D Prints lln A.pp \ I'( u ,{-( lJ'v1 .8 .Qov €-£ .rwvj .\s No. • At. THESE ARE TRANSMITIED AS CHECKED BELOW : D For Approval D For Your Use D As Requested D Approved as Submitted D Approved as Noted D Returned for Corrections Descri tion D Resubmit __ Copies for Approval D Submit __ Copies for Distribution D Return Corrected Prints D For Review & Comment cg/ +'a.vn. Cvv -kg TI Q O"I C''l.CC.f-t .1 W r r(_, v f-<..V:) D FORBIDDUE ---------19 __ _ D PRINTS RETURNED AFI'ER LOAN TO US REMARKS: loe COPY TO: --------------~ I I Fil£: U-HAUL ~ I ~·· SID CITY OF COLLEGE STATION I TO: FROM: RE: DATE: LEGAL DEPARTMENT POST OFFICE BOX 9960 1101 TEXAS AVENUE COLLEGE STATION , TE XAS 77842-9960 (409) 764 -3507 MEMORANDUM Steve Homeyer, Project Manager/Engineering Department Jan Schwartz, Legal Assistant ~ U-Haul International, Inc. (_) July 24, 1996 Attached hereto for your file is a copy of the executed Temporary Blanket Utility Easement we received from Amerco Real Estate Company of Texas, Inc., on the site of the new U-Haul facility. The original document is in the process of being recorded. :js Attachment AMERCO. 1J:-?17 '310 REAL ESTATE COMPANY F Fax: 409 764 -3496 July 29, 1996 Mr . Jim Calloway Assistant Director of Development Services CITY OF COLLEGE STATION P .O. Box 9960 College Station, Texas 77842-9960 RE: AMERCO REAL ESTATE COMPANY 0 S, INC. Lot BB, Lakeview Acres Re·Subdillision, College Station 'AITHFUL CARS (Lassiter) Lot 8A2, Lakeview Acres Subd" · · Dear Mr. Calloway: In accordance with our separate agreement with the Lassiters, please be advised chat we agree to provide them drainage over our propeny in accordance with the drawing provided to us, shown as SDl dated June 3, 1996 by Kling Engineering Surveying and further with all requirements of the City of College Station. 1 It is our understanding that the pre-construction flow will~ equal to the post construction flow . If you have any questions I can be reached at 800 528-0463, extension 6555. Thank you for your assistance. Regards, 10 ·d c1s~ w ~6£:11 9661 •v1 ~n~ 96V£ V9l 60V :01 31~1s3 1~3~ ln~H n:wo~~